June 16, 2014 - DJ&A, P.C. 2 Lolo Trail... · June 16, 2014 Mr. Christopher Anderson, PE, LEED AP 3203 Russell Street Missoula, Montana 59801 SUBJECT: Geotechnical Investigation Lolo

2525 Palmer Street, Suite 2, Missoula, MT 59808

Tel 406.543.3045 Fax 406.543.3088 www.tetratech.com

June 16, 2014 Mr. Christopher Anderson, PE, LEED AP 3203 Russell Street Missoula, Montana 59801 SUBJECT: Geotechnical Investigation Lolo to Missoula Bicycle-Pedestrian Trail

Missoula County, Montana Project No. 114-570781.100 Dear Mr. Anderson: At your request, we have performed a geotechnical investigation of the subsurface soil conditions at the site of the proposed Lolo to Missoula Bicycle-Pedestrian Trail in Missoula County, Montana. Also as part of this project, we have also performed a foundation design for the proposed bicycle-pedestrian bridge crossing the Bitterroot River just west of Reserve Street, on Highway 93. This report presents our investigations, the results of our findings, and our foundation design recommendations for the trail system and associated retaining walls. Although we presented bridge foundation design recommendations in this report, we understand the bridge alternative has been eliminated from the project. It is important that we provide consultation and review during the design phase, and field observation and testing services during construction, to ensure complete implementation of the geotechnical design recommendations. If you have any questions, please contact me or Marco Fellin at 406-543-3045. Respectfully submitted, TETRA TECH

Marco Fellin, P.E. Project Geotechnical Engineer

Tetra Tech June 2014 1

TABLE OF CONTENTS

PROPOSED CONSTRUCTION .................................................................................................. 2

PURPOSE AND SCOPE OF STUDY ......................................................................................... 2

FIELD EXPLORATION ............................................................................................................... 2

LABORATORY TESTING .......................................................................................................... 3

SEISMIC DESIGN CRITERIA ..................................................................................................... 4

SUBSURFACE CONDITIONS .................................................................................................... 4

ASPHALT, BASE AND SUBBASE .................................................................................. 4

FILL……………………………………………………………………………………….5

NATIVE SAND AND GRAVEL ......................................................................................... 5

GROUNDWATER............................................................................................................ 6

ENGINEERING ANALYSIS AND RECOMMENDATIONS .......................................................... 6

RETAINING WALLS ........................................................................................................ 6

Slope Stability Analyses .................................................................................................. 8

Site Grading for Retaining Walls .................................................................................... 10

CONSTRUCTION CONSIDERATIONS ......................................................................... 12

BRIDGE FOUNDATION DESIGN .................................................................................. 12

TRAIL PAVEMENT SECTION DESIGN ........................................................................ 16

CONTINUING SERVICES ........................................................................................................ 18

LIMITATIONS ........................................................................................................................... 19

APPENDIX Important Information About Your Geotechnical Engineering Report (Published by ASFE)

Explanation of Abbreviations and Descriptive Terms

Classification of Soils for Engineering Purposes

Appendix A - Vicinity Map - Sheet U.1 – Locations of Exploration Borings Appendix B - Logs and Lab Testing Data:

Figures 1 and 24 – Logs of Exploratory Borings Figures 25 through 55 – Laboratory Test Data

Appendix C - Proposed Bicycle-Pedestrian Bridge Plan Sheet - HDR As-Built Bridge Plans with Geotechnical Boring and Proposed Bridge Locations Figures 1 through 4 - Drilled Shaft Capacity Estimates for Piers and Abutments

Appendix D – Project and Retaining Wall Location Photographs

Appendix E - Trail Typical Sections

Appendix F - Project Special Provisions:

- Retaining Wall Specials (3 total)

- Asphalt Surface Course Special and Base Course Stabilization Special

Appendix G - Slope Stability Figure


PROPOSED CONSTRUCTION

The project consists of constructing a new paved bicycle-pedestrian path on the existing MDT Right-of-Way between Highway 93 and the MRL rail line. The path corridor begins at Bird Lane near Lolo, and continues north on the east side of Highway 93 to Blue Mountain Road in Missoula. The path will be constructed on varying topography; from relatively level terrain to moderately steep slopes. At this time, it has been estimated that approximately 6,800 linear feet of retaining walls will be required where the trail system traverses across existing slopes. Wall sections could range from 200 to 1,600 feet long and 4 to 8 feet in height on the respective fill sections. There are currently 5 proposed continuous wall sections, with another wall section proposed on an alternate alignment. The Montana Department of Transportation has a stockpile of Recycled Asphalt Pavement (RAP) available to use for the trail pavement section; consisting of approximately 7,000 cubic yards of millings. The RAP pile is located at the MDT storage yard SW of the intersection of Reserve Street and West Broadway in Missoula. We understand the millings were generated from Interstate 90 milling projects near Alberton. As part of the proposed trail system, a bicycle-pedestrian bridge structure was planned to be constructed over the Bitterroot River adjacent to the existing Highway 93 bridge near Missoula. The new structure was proposed to have three spans, with each bent consisting of a single column supported on a drilled shaft foundation. The bridge option has currently been eliminated from the project, and the proposed plan is to widen the existing Highway 93 bridge sidewalk on the north spans to accommodate bicycles and pedestrians. We have included the bridge design information with this report in the event the bridge option is considered in the future.

PURPOSE AND SCOPE OF STUDY

The purpose of our geotechnical investigations were to, 1) obtain data on subsurface conditions at the retaining wall locations along the proposed trail alignment, 2) evaluate the RAP source for potential use in the trail pavement section, either in the base or surfacing course, and 3) design drilled shaft foundations for the pedestrian bridge. Following is a discussion of the field investigations, subsoils encountered, and geotechnical recommendations.

FIELD EXPLORATION

Tetra Tech conducted an initial field exploration program in January 2014 consisting of five exploration borings to obtain information on subgrade soil conditions along the proposed trail site between Lolo and Missoula (see Sheet U.1, Appendix A, prepared by DJ&A). The five borings were drilled at locations accessible to the drill rig where traffic control was not necessary. Tetra Tech also visited the RAP storage site in January 2014 to obtain samples for laboratory testing. A subsequent field investigation was performed in May 2014, consisting of drilling 19 additional borings within the footprints of the proposed retaining wall locations. The borings were drilled


through the asphalt pavement section adjacent to the guardrail in the proposed retaining wall sections. The approximate locations of the 19 borings are shown on Sheet U.1, Appendix A. The horizontal and vertical coordinates of all borings were surveyed by DJ&A. The elevation, northing, easting and station of each boring are included on the logs of the borings in Appendix B. Photos of the initial drilling locations, the RAP stockpile, and the proposed retaining wall locations are included in Appendix D. Samples of the subsurface materials were taken with a 2-inch outside diameter (O.D.) split-spoon sampler driven into the various strata using a 140-pound hammer falling 30 inches. The number of blows required to advance the sampler each successive 6-inch increment was recorded; the total number of blows required to advance the sampler the second and third 6-inch increments is the penetration resistance (N value). The 2-inch O.D. sampler is the standard penetration test described by ASTM Method D1586. Penetration resistance values indicate the relative density or consistency of the soils. Disturbed bulk samples were obtained from the auger cuttings in the upper 10 feet of the borings. Depths at which the samples were taken and the penetration resistance values are shown on the logs of exploration borings, Figures 1 through 24. Samples obtained during the field investigations were tested in Tetra Tech’s laboratory to determine the physical and engineering characteristics of the on-site soils. This report summarizes the field data and presents conclusions and recommendations for design and construction of the trail and bridge foundations based on the proposed construction and subsurface conditions encountered. The report also includes design parameters and geotechnical engineering considerations related to retaining wall construction.

LABORATORY TESTING

Samples obtained during the field exploration were taken to Tetra Tech's laboratory, where they were observed and visually classified in accordance with ASTM Method D2487, which is based on the Unified Soil Classification System. Representative samples were selected for testing to determine the physical properties of the soils in general accordance with ASTM or other approved procedures. Tests Conducted: To Determine: Grain-Size Distribution Size and distribution of soil particles; that is, clay, silt, sand

and gravel. Atterberg Limits The effect of varying water content on the consistency of

fine-grained soils. Natural Moisture Content Moisture content representative of field conditions at the

time samples were taken. Moisture-Density Relationship The optimum moisture content for compacting soil and the

maximum dry unit weight (density) for a given compactive effort.


Resistivity and pH The combination of these characteristics determines the potential of soil to corrode metal.

Sulfate Content Potential of soils to deteriorate normal strength concrete. Laboratory test results are presented graphically on Figures 25 through 55 in the Appendix. These data, along with the field information, were used to prepare the exploration boring logs, Figures 1 through 24.

SEISMIC DESIGN CRITERIA The seismic Peak Ground Acceleration (PGA) was determined to by 0.142g (using 2009

AASHTO Guide Specifications for LRFD Seismic Bridge Design and USGS hazard data for the

Missoula area). The methods of IBC 2009 require that the properties of the soil at the proposed

site be classified as one of several site classes. The seismic design parameters for this site

include a seismic zone soil profile type of (D), in accordance with the above referenced

standard. Site Class D corresponds to a stiff soil profile having an undrained shear strength of

1,000 to 2,000 psf and standard penetration resistance values averaging 15 to 50 blows per foot

in the upper 100 feet. We have based this classification on the laboratory test data and

exploration boring information.

SUBSURFACE CONDITIONS

Access limitations required that all geotechnical borings within the retaining wall footprints be drilled from the existing highway such that subsurface profiles penetrate through the existing pavement section. The subsurface profile encountered in the 19 borings drilled within the station limits of the retaining walls generally consists of an asphalt, base, and subbase section overlying approximately 5 to 21 feet of predominately sand and gravel road embankment fill overlying native sand and gravel to the maximum depth explored of 35.5 feet. The boring logs should be referenced for complete descriptions of the soil types and their estimated depths. A characterization of the subsurface profile normally includes grouping soils with similar physical and engineering properties into a number of distinct layers. The representative subsurface layers at the site are presented below, starting at the ground surface.

ASPHALT, BASE AND SUBBASE The existing asphalt layer ranged in thickness from 0.5 to 1 foot. The granular layer

immediately beneath the pavement surfacing consisted of approximately 1.25 to 5.5 feet of

poorly graded gravel and sand. It was difficult in the field to determine if a separate base and

subbase layer existed, since in most cases the processed granular material beneath the

pavement was relatively homogenous for the depth listed on the logs. The base/subbase layer

was generally; medium to very dense, subrounded to angular, slightly moist based on moisture

contents averaging approximately 5 percent, and brown.


FILL Existing sand and gravel roadway embankment fill was encountered in all 24 borings extending from the surface to depths on the order of 8 to 24 feet. The fill contains varying percentages of silt and clay. Seventeen bulk samples of the fill were tested in the lab, with classifications including; silty, clayey gravel with sand, clayey gravel with sand, poorly graded gravel with silt and sand, poorly graded gravel with clay and sand, silty gravel with sand, clayey sand with gravel, silty clayey sand (Figures 25 through 43, Appendix B). Penetration resistance values in the fill within the proposed retaining wall footprints generally ranged from 30 to greater than 50 blows per foot, with some isolated SPT values in the teens and 20’s recorded, indicative of a generally dense to very dense fill stratum. Lower SPT values between 5 and 10 were recorded in borings B-3 and B-4 that were drilled outside of the proposed retaining wall footprints. The natural moisture content in samples of the fill ranged from 3 to 19 percent, depending on the percentage of clay fraction in the samples tested. Liquid limits for the fine grained portion of the samples tested ranged from 18 to 34 and plasticity indices ranged from 4 to 14. Twelve moisture-density tests were performed following ASTM D698 or ASTM D1557 procedures (Figures 44 through 55, Appendix B). The optimum moisture contents range from 4 to 11 percent and rock corrected maximum dry densities on the order of 123.0 to 148.3 pcf depending on the methodology used. The May 2014 samples were tested by ASTM D1557 procedures per MDT guidelines requiring D1557 testing for all AASHTO A-1 samples. PH, resistivity, and sulfate testing was performed on the five samples obtained from the fill layer in the initial five borings, to be utilized for design of the retaining wall elements, as required. Since these five samples were taken at locations spread across the project length, further testing was not performed for the May 2014 drilling program. The following table lists the results of the pH, resistivity, and sulfate testing.

Drillhole Depth (ft) pH Resistivity – ohm-cm

Sulfate (%)

BH-1 2-7 8.12 2,900 <0.01

BH-2 2-6 8.01 5,700 <0.01

BH-3 1-5 7.48 2,500 <0.01

BH-4 1-4 7.82 1,300 <0.01

BH-5 1-4 7.96 2,900 <0.01

NATIVE SAND AND GRAVEL Native sand and gravel was encountered in all 19 borings below the fill layer, and contained varying percentages of silt and clay. Visual soil classifications are included on the logs in


Appendix B. Penetration resistance (SPT) values in the native layer generally ranged from 21 to greater than 50 blows per foot, which is indicative of a medium dense to very dense soil stratum. The natural moisture content in samples tested ranged from 2 to 14 percent. Boring BH-5 had SPT values ranging from 4 to 5 below the water table in BH-5, indicating a very loose to loose layer, and moisture contents as high as 33 percent.

GROUNDWATER Subsurface water was encountered in Boring BH-5 at a depth of approximately 12.5 feet below the ground surface at the time of drilling (January, 2014). Boring BH-5 was drilled during the initial drilling program, and does not fall within the limits of any of the current retaining wall station limits. The ground elevation of BH-5 is approximately 30 to 60 feet below the other four borings drilled, and is closer to the elevation of the Bitterroot River. Groundwater depths will generally vary depending on the time of year. Numerous factors contribute to groundwater fluctuations, and evaluation of such factors is beyond the scope of this report.

ENGINEERING ANALYSIS AND RECOMMENDATIONS Following is a discussion of analyses, recommendations, and construction considerations for; 1) retaining walls, 2) slopes, 3) bridge foundation design, 4) trail pavement section.

RETAINING WALLS

Retaining walls are being proposed along approximately 6,800 lineal feet of the trail alignment, and are predominately located in project Section 3 shown in Appendix A. The majority of the retaining walls will be constructed on the existing slope east of the Highway 93 guardrail, with proposed wall heights predominately on the order of 4 to 8 feet. Slopes on the order of 1.5(Horizontal):1(Vertical) are proposed at some locations extending from the back of guardrail to the top of wall. Several of the wall sections are in fill sections, and are shorter in length and height. The following Sheet C.8 from the 95% plan sheets lists the summary of wall station limits and allowable wall types.


Depending on the height of retained soils and proximity to the guardrail, several wall types may be feasible, including; soil nail walls, gravity walls, MSE walls. Three retaining wall special provisions are included in Appendix F, outlining the design and construction requirements for all walls on the project, including; 1) General Retaining Wall Special Provision, 2) Soil Nail Wall Special Provision, and 3) Gravity and MSE Wall Special Provision. The contractor chosen for the project is free to design and construct the wall types of their choice, provided all the requirements of the special provisions are met. Constructability of the walls, including temporary slope stability, are a significant concerns on this project. Tetra Tech performed a global slope stability analyses of the proposed walls sections and slopes, and analyzed several cases, including; 1) temporary construction slopes, and 2) final constructed slopes. The ‘General Retaining Wall Special Provision’ includes estimated station limits where soil nail walls will likely be required to maintain slope stability during construction. Following is a discussion the slope stability performed for the walls, site grading, and other construction and design considerations.

Slope Stability Analyses Slope stability analyses were conducted using Slide version 6.029 by Rocscience, Inc. Slide

conducts two-dimensional limit equilibrium slope stability analyses. For this project, the Bishop

simplified and Janbu simplified methods were both utilized for all analyses with the lowest

calculated factor of safety from each of these methods reported.

Highway loading is typically modelled as a uniform load equivalent to two feet of soil. For this

project, this is equivalent to 240 pounds per square foot (psf) uniformly applied over the highway

area. The trail will not be subject to highway loading but will be subject to significant loading

during construction. Therefore, the 240 psf uniform load was also applied to the trail area in the

stability models.

Existing Slope Analyses

The stability modelling was initially calibrated by back-analysis of the existing slopes. For the

purposes of determining shear strength for the existing subsurface materials, a simplified model

of the existing ground surface was analyzed. Station 3097+00 represents the tallest and

steepest portion of the existing highway embankment slopes that will be modified for the trail

construction (approximate 50-foot height at 1.5:1 slopes). The subsurface material was

assumed to be gravel fill with zero cohesion. For a zero cohesion material, the angle of internal

friction must be greater than the existing slope angle (34 degrees) for the slope stability factor of

safety to be greater than 1.0.

As discussed under ‘Subsurface Conditions’, penetration resistance values in the fill within the

proposed retaining wall footprints generally ranged from 30 to greater than 50 blows per foot,

with some isolated SPT values in the teens and 20’s recorded, indicative of a generally dense to

very dense fill stratum. Lower SPT values between 5 and 10 were recorded in borings B-3 and


B-4 that were drilled outside of the proposed retaining wall footprints. The angularity of the

gravel fill was generally observed to be subrounded to subangular, with some zones being more

subangular to angular. Published correlations between soil friction angle and blow counts for

medium to very dense gravel and sand mixtures with varying amounts of silt and clay indicate

friction angles on the order of 34 to 48, depending on; the relative density, the percentage of silt

and clay, and the angularity of the gravel fraction. Based on the engineering properties of the

soils encountered in the subsurface investigation, we have assumed the in-place gravel and

sand fill layer has a minimum friction angle on the order of 36 degrees.

A sensitivity analysis was conducted for the proposed worst-case wall/slope configuration at

Station 3097+00 with friction angles varying from 36 to 44 degrees. The results were as

follows;

Friction Angle Static F.S.

36 to 36.9 1.15 to 1.19

37.0 to 39.3 1.20 to 1.29

39.4 to 41.4 1.30 to 1.39

41.5 to 43.3 1.40 to 1.49

43.4 to 44 >1.50

The sensitivity analyses indicate the existing slopes have a minimum Static Factor of Safety on

the order of 1.2, assuming a minimum friction angle of 36 degrees. A friction angle of 40

degrees is required to achieve a Factor of Safety of 1.3, which is the minimum Factor of Safety

required by MDT for new embankment slopes under static conditions. These analyses

assumed the potential failure surfaces extended a minimum of 10 feet below the ground

surface, limiting the study to those failure modes which would potentially result in significant

damage to the roadway or trail. Figure G-1 includes the slope analyses at Station 3097+00

assuming a friction angle of 40 degrees.

The MDT geotechnical manual indicates a slope stability factor of safety of 1.1 is required under

seismic conditions for highway embankments. The seismic coefficient is typically taken to be

50% of the peak ground acceleration (PGA). For this slope stability analyses, a PGA of 0.142g

was utilized (using 2009 AASHTO Guide Specifications for LRFD Seismic Bridge Design for the

Missoula area). Therefore, for pseudo-static analysis of seismic conditions, a horizontal

acceleration of 0.071g was utilized. For the pseudo-static analyses at Station 3097+00, a

Factor of Safety of 1.159 was achieved assuming a friction angle of 40 degrees (Figure G-2).

Global Stability Analyses for Proposed Slopes and Wall Sections

Subsequent to the calibration slope analyses, additional slope stability analyses were conducted

at various stations representing potential worst-case scenarios for slope and wall sections to

determine the stability impacts of the new trail. For these analyses, the existing gravel and new


gravel fill were both assumed to have an angle of internal friction of 40 degrees. The results of

these analyses are presented on Figures G-3 through G-6 and tabulated below:

Station Static F.S. Pseudo-Static F.S. Figure #

3097+00 1.420 1.240 G-3 & G-4

3053+00 1.375 1.221 G-5 & G-6

In general, these results indicate an overall slight increase in slope stability with the construction

of the trail. Qualitatively, this is expected since, 1) where new fill is constructed at the toe of

slope, there is increased resistance, and, 2) where the trail is cut into the slopes, the driving

load is reduced.

Summary of Global Slope Analyses

The global slope analyses conducted indicate that, where the existing slopes are on the order of

1.5:1 or flatter, they have an existing Factor of Safety on the order of 1.2 or greater, assuming a

minimum friction angel of 36. The analyses also indicate that, with stable walls constructed, the

slope Factors of Safety increase slightly.

Appendix F includes three Special Provisions detailing design and construction requirements for

the retaining walls. Based on Tetra Tech’s slope analyses, the General Retaining Wall Special

Provision, as well as Sheet C.8 included above, outline station limits where soil nail walls will be

required to ensure slope stability during construction. The wall designer will need perform

sufficient design, as outlined in the special provisions, to ensure short-term and long term

stability of the slopes, as well as internal wall stability. A friction angle of 36 degrees is specified

in the special provisions for the fill and backfill material to be used by contractors in their slope

and wall designs.

The minimum required Factor of Safety for global stability of the wall systems for this project will

be 1.5, per the current MDT Geotechnical Manual assuming allowable stress design. The

contractor must design soil nail lengths and spacing, and gravity or MSE wall systems, to

achieve the minimum Factor of Safety of 1.5, assuming an existing friction angle of 36 degrees

for the fill layer. A minimum short-term factor of safety of 1.2 (during construction) must be

achieved by the contractor for slopes excavated during construction, including for soil nail walls.

Note that the minimum required Factor of Safety of 1.5 applies only to the slopes and wall

systems above the proposed trail system. Based on our analyses, the slopes below the

proposed wall system currently have a minimum Factor of Safety of 1.2, and are satisfactory as-

is without further modifications per discussions with the MDT Geotechnical Section.

Site Grading for Retaining Walls Excavation of the on-site soils to the depths anticipated can be accomplished with most heavy-duty earth excavating equipment. Fill required to backfill the wall excavations, for new


embankment construction, or for general site grading should consist of the on-site sand and gravel fill or engineered gravel fill meeting the grading and compaction requirements listed below. Data from the borings indicates that groundwater should not be encountered for wall excavations at Elevation 3,140 or higher; however, groundwater could be encountered in excavations near BH-5, or at the wall sections where the existing ground elevation is at or below 3,140.00 feet, depending on the time of year of construction. The design and construction criteria presented below should be observed for site preparation purposes; construction details should be considered when preparing project documents. The design and construction criteria presented below should be observed for retaining walls, and are included in the project Special Provisions. 1. The base of walls should bear on existing sand and gravel fill, native sand and gravel, or

engineered gravel fill, and designed per LRFD specifications. 2. Retaining walls should be designed for internal stability per current LRFD specifications.

3. If silt or clay fill material is encountered at the footing elevation of walls, a minimum of 2

feet of should be subexcavated and replaced with a minimum of 2 feet of engineered gravel fill.

4. Following excavation for the wall footings and compaction, we recommend proofrolling the footing subgrade with a heavy wheeled truck to identify soft areas prior to constructing the wall section. Where soft areas are encountered at subgrade elevation, a minimum of 2 feet should be subexcavated and replaced with a minimum of 2 feet of engineered gravel fill.

5. Imported granular material used as engineered gravel fill should meet the following grading limits and be compacted in accordance with Item 6 below.

Sieve or Screen Size

Percent Passing

3-inch 100 No. 40 25 – 50 No. 200 0-12

6. All fill, backfil and subgrade soils should be approved by the geotechnical engineer,

moisture-conditioned to within 2 percent of optimum moisture content, and placed in uniform lifts not exceeding 8 inches in thickness. It should then be compacted to the following minimum dry densities as determined by ASTM D698 or ASTM D1557. Vibratory compaction equipment is not allowed unless approved by the project manager.

7. ASTM D698 ASTM D1557 Wall Backfill 95% 90% Subgrade Preparation 95% 90% Embankment Fill 95% 90%


8. The existing sand and gravel fill and natural sand and gravel are suitable for use as backfill

and embankment fill, provided they meet the corrosion requirements of the each material manufacturer, are moisture-conditioned and compacted in accordance with Item 7 above. Silt or clay fill are not suitable for backfill or fill on this project, and should be exported off site.

9. The contractor is responsible for providing safe working conditions in connection with excavations for walls adjacent to Highway 93. Temporary construction excavations, which workers will enter, will be governed by OSHA guideline 1926.6542 Appendix B to subpart P. For planning purposes, subsoils encountered in the exploration borings classify as Type C. The wall excavations must be checked for global stability to ensure they have an adequate Factor of Safety during construction. The global stability analyses must include heavy truck traffic loads.

10. Temporary and permanent wall sections must be designed for heavy traffic surcharge loads

on Highway 93 adjacent to the guardrail, as well as the 1.5:1 slopes above the wall.

11. All walls should be constructed in accordance with the manufacturer/supplier recommendations.

CONSTRUCTION CONSIDERATIONS Fill slopes up to 15 to 20 feet high are proposed at some locations, with the toe footprint of the fill extending on the order of 5 to 20 feet horizontally adjacent to the existing toe of slope. The following items should be considered during design of slopes, and during preparation of the project plans and documents;

1. The MDT Standard Specifications for Road and Bridge Construction, or the Montana Public Works Specifications, should be referenced on the plan sheets for slope construction, including; subgrade preparation prior to beginning fill placement, benching of existing slopes prior to and during fill placement, compaction of fill, and seeding as required.

2. Benching the existing slopes is critical to ensure the stability of the fill slope following

construction. We recommend that a note be placed on all plan sheets requiring the slopes to be benched a minimum of 4-feet wide, with the 4-foot bench required with each lift of fill placed.

BRIDGE FOUNDATION DESIGN

The bridge alternative for this project has currently been eliminated. Following is a discussion of the bridge foundation analysis and design that was completed prior to elimination of the bridge alternative from the project. As part of the proposed Lolo to Missoula trail system, a bicycle-pedestrian bridge structure is planned to be constructed over the Bitterroot River adjacent to the existing bridge. The


approximate location and bridge layout is included on the plan sheet in Appendix C provided by HDR. The proposed structure will be on the order of 15 feet in width, and will be offset downstream from the existing southbound bridge structure approximately 5 to 10 feet from the edge of the existing bridge. The new structure is proposed to have three spans, with each bent consisting of a single column supported on a drilled shaft foundation. Drilled shafts will be utilized to avoid coffer dam construction typical for pile foundations in a river environment. Four geotechnical borings were drilled for the original bridge structure. The locations have been noted on the attached As-built Drawing No. 6527A (in yellow and green highlight) in Appendix C, and the logs of the borings are shown on Drawing No. 6528A, Appendix C. The depths of the four borings were on the order of 70 to 90 feet below the native ground. Two of the borings were drilled close to the existing median centerline, and two were drilled 133 to 172 feet left of median centerline. All four borings encompass the footprint of the proposed structure. The following sections discuss the bridge foundation design and construction considerations.

Drilled Shaft Design and Analyses The foundation design alternative currently being evaluated by HDR will consist of one 7 to 8-foot diameter drilled shaft at each river pier, and one smaller diameter drilled shaft at each abutment. Design loads have not been finalized as of this report submittal. Preliminary information obtained from HDR indicates design loads per shaft could be on the order of 1,200 kips per large-diameter shaft. Hydraulic information provided by HDR indicates that the 100-year flood level will cause up to 15 feet of pier scour, and no contraction scour. The specific design manuals utilized for the bridge and foundation design are, 1) AASHTO LRFD Bridge Design Specifications (2012), 2) 2011 AASHTO Guide Specifications for LRFD Seismic Bridge Design, 2nd Edition, 3) FHWA Publication No. IF-99-025, Drilled Shafts – Construction Procedures and Design Methods, August 1999. Axial and Lateral Load Analysis Ultimate axial drilled shaft capacities have been calculated based on methodologies presented in FHWA Publication, ‘Drilled Shafts – Construction Procedures and Design Methods’, August 1999, and computer program SHAFT 6.0, A Program for the Study of Drilled Shafts Under Axial Loads (2012 with recent 2014 updates). The following table lists the soil parameters utilized in the axial analyses, and to be used for the lateral shaft design. We have assumed that HDR will perform the lateral shaft analyses once the final shaft configuration and diameters have been finalized.


Soil Parameters for Axial and Lateral Load Analysis at Pier and Abutment Locations

Soil Type

Estimated Elevation at Top of Layer (ft)

Average

SPT Blow Counts/Foot

Estimated Soil

Friction Angle

Undrained

Shear Strength)

Soil-

Modulus – k (pounds per cubic

inch)

Total Unit

Weight (pcf)

Sand at Abutments

Only (FHWA)

3,130 5 20 0 40 120

Sand at Piers and Abutments

(FHWA)

3,105* 15 28 0 60 125

Sand – Piers and Abutments

(FHWA)

3,090 40 34 0 125 135

Gravelly Sand –

Piers and Abutments (Rollins)

3,040 50 36 0 125 135

*Assumed Bottom of 15-foot scour elevation for Pier Analyses Per LRFD Part II, Table 10.5.5.2.4-1 – Resistance Factors for Geotechnical Resistance of Drilled Shafts, the following factors were utilized to develop the nominal axial capacity charts presented in Appendix C, Figures 1 and 2, for the abutment and pier drilled shafts. The uplift and horizontal resistance factors should be used by HDR to determine the uplift capacity of each shaft. Figures 3 and 4 in Appendix C present the skin friction for the intermediate pier and abutment drilled shafts to estimate uplift capacity.

Design Element Resistance Factor

Tip Resistance in Sand 0.50

Side Resistance in Sand 0.55

Uplift Resistance of Single Drilled Shafts in Sand

0.45

Horizontal Resistance – Single Shaft – all soils 1.0

The soil parameters utilized for the drilled shaft design are considered conservative. with the average blow count of 15 extending down to Elevation 3,070 feet for both pier locations, and very soft or loose soils in the top 25 feet at the abutment locations. Assuming the bottom of


scour elevation at the pier locations is 3,105 feet (15 feet of scour), the estimated shaft length is approximately 45 feet below scour elevation, or 60 feet below from Elevation 3,120 feet (bottom of shaft elevation of 3,060 feet) to achieve a total LRFD factored capacity 1,200 kips for 8-foot diameter piers. The bottom elevation of all four MDT borings ranged from 3,031 feet to 3,053 feet, and the bottom of shaft elevation is approximately one shaft diameter above the highest bottom of boring elevation of 3,053 feet. The deepest boring drilled by MDT extended to 3,031 feet.

Drilled Shaft Construction Construction of drilled shafts through the sand and gravel layers will require temporary casing to the bottom depth of each shaft excavation to maintain an open hole. The drilled shafts should be reinforced their entire length with a properly designed rebar cage for the structural loads anticipated. The design of the rebar cage should include installation of access tubes for nondestructive integrity testing of the concrete. Due to the presence of groundwater in the borings, placement of concrete by tremie or pumping methods is required. The design and construction criteria presented below should be observed for a drilled shaft foundation system. A drilled shaft special provision will be included in the project documents. 1. Structural loads should be supported on drilled shafts penetrating through the native sand

and gravel. The capacity charts included in Appendix C should be utilized by HDR to obtain shaft depths once loads are finalized.

2. Uplift due to structural loadings on the shafts can be resisted by using the LRFD Factored skin friction presented in Figures 3 and 4 in Appendix C, plus an allowance for shaft weight.

3. Removal of temporary casing could be difficult. Drilling contractors should anticipate the

need for special drilling and support equipment, including but not limited to; large 4-claw vibratory hammer, oscillator, or rotary casing advancer.

4. Concrete placed below the water table will require placement by tremie or pumping

methods. All pumping lines should have a minimum diameter of 4 inches and be constructed with watertight joints. A plug or similar device should be used to separate the concrete from the fluid in the hole until concreting begins. Concrete placement must not begin until the discharge orifice is at the shaft base.

5. Before the temporary casing is withdrawn, the level of fresh concrete in the casing must be

a minimum of 5 feet above the hydrostatic water level or the level of the drilling fluid, whichever is greater. As the casing is withdrawn, care must be exercised to maintain an adequate level of concrete within the casing so that the fluid trapped behind the casing is displaced upward and discharged at the ground surface without contaminating or displacing the shaft concrete.

6. Concrete used in the drilled shafts should have a slump on the order of 6 to 8 inches. 7. Shaft spacing should be a minimum of three diameters from center to center.

8. The minimum recommended shaft diameter is 3 feet.


9. Four access tubes should be installed evenly spaced around the reinforcing cage edge to

permit nondestructive cross-hole sonic log testing. Access tubes should be 2-inch nominal diameter with water-tight joints, and should be placed the full length of the reinforcement cage. The nondestructive testing should be performed at the owner’s discretion once the concrete has cured sufficiently to give consistent test readings.

10. The contractor performing the drilled shaft construction should have installed drilled shafts of

both diameter and length in similar subsurface conditions for a minimum of five years prior to bid date for this project.

11. To ensure proper drilled shaft construction methods, we recommend that a Tetra Tech

geotechnical engineer be present to observe the materials penetrated and document the drilled shaft installation.

TRAIL PAVEMENT SECTION DESIGN

Five sections of trail have been designed by DJ&A and Missoula County, extending from Lolo to Missoula; Sections 1 through 5 shown in Appendix A. Missoula County will design Sections 2 and 4. The pavement design section determined by Tetra Tech will be utilized for all five trail sections. Based on the 95 percent plan submittal, the approximate section lengths are as follows;

Trail Section

Trail Length (feet) (Excluding Sidewalk Sections)

1 2,418

2 8,700

3 17,217

4 6,100

5 4,730

TOTAL = 39,165 = 7.42 miles

The proposed trail typical sections are included in Appendix E, and include; top paved width on the order of 10 feet, with mostly unpaved shoulders 1-foot wide on both sides of the trail. Tetra Tech obtained representative samples from the MDT RAP pile utilizing a large front end loader to excavate deep into the pile at several locations around the perimeter. The samples were then tested in Tetra Tech’s laboratory to determine the suitability of using the material in either the base or surface course or both. The results of two gradation analyses performed are


included as Figures 11 and 12 in Appendix B. The RAP source classified as well-graded gravel with sand, with a maximum size of 2.0 inches and approximately 4 to 5 percent passing the No. 200 screen. The RAP material as tested is generally uniform, with essentially no large chunks (maximum size tested was 2 inches) observed in the exposed pile. Based on our conversations with MDT, the RAP was generated from Interstate 90 millings close to Alberton. Thickness Design: The majority of traffic the trail section will experience in the future will be bicycles and occasional maintenance vehicles/trucks. Traffic during construction will include excavators and haul trucks, as well as trucks to deliver retaining wall materials. The majority of degradation the pavement section will experience during its life cycle following construction will be due to environmental effects, including; freeze thaw, oxidation, and moisture infiltration. Based on conversations with DJ&A, we understand the preferred asphalt pavement surfacing thickness will be 2 inches. Considering a 2 inch asphalt pavement section, we recommend the following base layer design. Base Layer Design For the base layer, we recommend constructing a 4-inch thick layer of stabilized RAP. We recommend utilizing Base One as a stabilizing agent. Base One-treated RAP sections have proven to be very strong, and allow designs utilizing a thinner section than with conventional materials. There are many benefits to treating the 4-inch RAP layer, including;

1) Very firm base on which to support the thin 2-inch asphalt layer, 2) Added support for construction traffic, 3) Added resistance to freeze/thaw-type of cracking. Research has shown that a Base

One-treated base layer has resulted in less thermal/environmental cracking in the overlying pavements,

4) Bridge over areas of subgrade soil that may be weaker or looser in support strength or density.

5) Reduced base layer thickness. 6) A 4-inch treated base layer will utilize approximately 6,300 cubic yards of the RAP

source, assuming a 13-foot wide layer.

The Base One product cost delivered to Missoula for 4-inch depth base course will be on the order of $25,000.00. Given the uniform and consistent RAP grading, we suggest that the base layer can be rolled smooth to provide a level, firm base on which to pave without the need for a gravelling leveling course. Research shows that placing a gravel layer on top of 100% RAP will not provide sufficient bond, and will not perform well. Surface Layer Design An asphalt mix design incorporating 20 to 25 percent RAP is recommended for the project. The performance of lower-percentage RAP mixes has been proven on projects in and around Missoula, on the Interstate Highways near Missoula, in parking areas, and elsewhere


throughout the United States. MDT currently allows up to 25% RAP in asphalt mixes in the lower layer of asphalt, and up to 15% in the riding surface. Using RAP will save project costs by reducing the amount of virgin aggregate and oil required in the new mix. A MPWS Grade B mix with PG 58-28 oil is recommended, which has proven to perform well in the Missoula area. Both Knife River and Jenson have current mix designs for a 80/20 RAP mix, both performed by Tetra Tech. A 20% RAP mix will require about 584 cubic yards of RAP for the trail sections. This recommended base and asphalt design will require an estiimated 6,900 cubic yards of RAP material. Trail Section Base Construction: The following details should be followed for construction of the stabilized base layer;

1) Construct and grade the trail section to final subgrade elevation, 2) Place the 4-inch RAP layer without compaction, 3) Using a mixing/injecting/reclaiming machine and water truck, traverse over the length of

the trail and inject stabilizing agent while at the same time mixing the RAP in place with the reclamation machine.

4) Compact the RAP layer with a non-vibratory steel drum roller.

Based on Tetra Tech’s past experience and conversations with reclamation contractors, typical reclamation equipment can likely cover on the order of two to three miles of a 10-foot wide trail per day, or 7.4 miles in approximately 2 to 3 days. The estimated cost for reclamation and mixing would be on the order of $0.50 per square yard, or about $25,000 to complete all 7.4 miles of mixing.

A Special Provision for base stabilization is included in Appendix F.

CONTINUING SERVICES Two additional elements of geotechnical engineering service are important to the successful completion of this project. 1. Consultation with Tetra Tech during the design phase. This is essential to ensure

that the intent of our recommendations is incorporated in design decisions related to the project and that changes in the design concept consider geotechnical aspects.

2. Observation and monitoring during construction. Tetra Tech should be retained to

observe the earthwork phases of the project, including the site grading and foundation excavations, to determine that the subsurface conditions are compatible with those used in our analysis and design. During site grading, placement of fill should be observed and tested to confirm that the proper compaction has been achieved. In addition, if environmental contaminants or other concerns are discovered in the subsurface, our personnel are available for consultation.


LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering practices. The conclusions and recommendations submitted in this report are based upon the design data submitted to Tetra Tech, data obtained from the exploratory boring drilled at the location indicated, and the proposed construction discussed in this report. The nature and extent of subsurface variations across the site may not become evident until construction. During construction, if fill, soil, or water conditions appear to be different from those described herein, this office should be advised immediately so that we can re-evaluate our recommendations. This report has been prepared exclusively for our client for design purposes. We are not responsible for technical interpretations by others of our exploratory information that has not been described or documented in this report. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and verify that our recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications of the recommendations presented herein. We recommend on-site observation of excavations and foundation bearing strata and testing of fill by a representative of the geotechnical engineer. Prepared by: Marco Fellin, P.E. Reviewed by: Richard Dombrouski, P.E

IMPORTANT INFORMATION ABOUT YOUR

GEOTECHNICAL ENGINEERING REPORT

More construction problems are caused by site subsurface conditions than any other factor. As troublesome as subsurface problems can be, their frequency and extent have been lessened considerably in recent years, due in large measure to programs and publications of ASFE/The Association of Engineering Firms Practicing in the Geosciences. The following suggestions and observations are offered to help you reduce the Geotechnical-related delays, cost-overruns and other costly headaches that can occur during a construction project.

A GEOTECHNICAL ENGINEERING REPORT IS BASED ON A UNIQUE SET OF

PROJECT-SPECIFIC FACTORS A Geotechnical engineering report is based on a subsurface exploration plan designed to incorporate a unique set of project-specific factors. These typically include: the general nature of the structure involved, its size and configuration; the location of the structure on the site and its orientation; physical concomitants such as access roads, parking lots, and underground utilities, and the level of additional risk which the client assumed by virtue of limitations imposed upon the exploratory program. To help avoid costly problems, consult the geotechnical engineer to determine how any factors which change subsequent to the date of the report may affect its recommendations. Unless your consulting Geotechnical engineer indicates otherwise, your Geotechnical engineer report should not be used:

When the nature of the proposed structure is changed, for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one;

when the size or configuration of the proposed structure is altered;

when the location or orientation of the proposed structure is modified:

when there is a change of ownership, or for application to an adjacent site.

Geotechnical engineers cannot accept responsibility for problems which may develop if they are not consulted after factors considered in their reports’ development have changed.

MOST GEOTECHNICAL “FINDINGS” ARE PROFESSIONAL ESTIMATES

Site exploration identifies actual subsurface conditions only at those points where samples are taken, when they are taken.

Data derived through sampling and subsequent laboratory testing are extrapolated by Geotechnical engineers who then render an opinion about overall subsurface conditions, their likely reaction to proposed conditions, their likely reaction to proposed construction activity, and appropriate foundation design. Even under optimal circumstances actual conditions may differ from those inferred to exist, because no Geotechnical engineer, no matter how qualified, and not subsurface exploration program, no matter how comprehensive, can reveal what is hidden by earth, rock and time. The actual interface between materials may be fare more gradual or abrupt than a report indicates. Actual conditions in areas not sampled may differ from predictions. Nothing can be done to prevent the unanticipated, but steps can be taken to help minimize their impact. For this reason, most experienced owners retain their Geotechnical consultants through the construction stage, to identify variances, conduct additional tests which may be needed, and to recommend solutions to problems encountered on site.

SUBSURFACE CONDITIONS CAN CHANGE

Subsurface conditions may be modified by constantly-changing natural forces. Because a Geotechnical engineering report is based on conditions which existed at the time of subsurface exploration, construction decisions should not be based on a Geotechnical engineering report whose adequacy may have been affected by time. Speak with the Geotechnical consultant to learn if additional tests are advisable before construction starts. Construction operations at or adjacent to the site and natural events such as flood, earthquakes or groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical report. The geotechnical engineer should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary.

GEOTECHNICAL SERVICES ARE PREFORMED FOR SPECIFIC PURPOSES

AND PERSONS Geotechnical engineers’ reports are prepared to meet the specific needs of specific individuals. A report prepared for a consulting civil engineer may not be adequate for a construction contractor, or even some other consulting civil engineer. Unless indicated otherwise, this report was prepared expressly for the client involved and expressly for purposes indicated by the client. Use by any other persons for any purpose, or by the client for a different purpose, may result in problems. No individual other than the client should apply this report for its intended purpose without first conferring with the

geotechnical engineer. No person should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer.

A GEOTECHNICAL ENGINEERING REPORT IS SUBJECT TO MISINTERPRETATION

Costly problems can occur when other design professionals develop their plants based on misinterpretations of a geotechnical engineering report. To help avoid these problems, the geotechnical engineer should be retained to work with other appropriate design professionals to explain relevant geotechnical findings and to review the adequacy of their plans and specifications relative to geotechnical issues.

BORING LOGS SHOULD NOT BE SEPARATED FROM THE ENGINEERING REPORT

Final boring logs are developed by geotechnical engineers based upon their interpretation of field logs (assembled by site personnel) and laboratory evalution of field samples. Only final boring logs customarily are included in geotechnical engineering reports. These logs should not under any circumstances be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. Although photographic reproduction eliminates this problem, it does nothing to minimize the possibility of contractors misinterpreting the logs during bid preparation. When this occurs, delays, disputes and unanticipated costs are the all-too-frequent result. To minimize the likelihood of boring log misinterpretation, give contractors ready access to the complete geotechnical engineering report prepared or authorized for their use. Those

who do not provide such access may proceed under the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes which aggravate them to disproportionate scale.

READ RESPONSIBILITY CLAUSES CLOSELY

Because geotechnical engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against geotechnical consultants. To help prevent this problem, geotechnical engineers have developed model clauses for use in written transmittals. These are not exculpatory clauses designed to foist geotechnical engineers’ liabilities onto someone else. Rather, they are definitive clauses which identify where geotechnical engineers’ responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your geotechnical engineering report, and you are encouraged to read them closely. your geotechnical engineer will be pleased to give full and frank answers to your questions.

OTHER STEPS YOU CAN TAKE TO REDUCE RISK

Your consulting geotechnical engineer will be pleased to discuss other techniques which can be employed to mitigate risk. In addition, ASFE as developed a variety of materials which may be beneficial. Contact ASFE for a complimentary copy of its publications directory.

Published by

THE ASSOCIATION OF ENGINEERING FIRMS PRACTICING IN THE GEOESCIENCES

8811 Colesville Road/Suite G106/Silver Spring, Maryland 20910/(301)565-2733

LOGS OF EXPLORATIONS

EXPLANATION OF ABBREVIATIONS AND DESCRIPTIVE TERMS SSS (SPT) - Standard penetration resistance test – results recorded as the number of blows of a 140-pound hammer falling

30 inches required to drive a 2-inch O.D. split sample spoon the second and third 6-inch increments of an 18-inch distance.

LSS - Modified penetration test – results recorded as the number of blows of a 140-pound hammer falling 30 inches required to drive a 2.5-inch O.D. split spoon the second and third 6-inch increments of an 18-inch distance.

SRS - Split barrel ring sampler 2-inches I.D. for taking undisturbed samples.

LRS - Split barrel ring sampler 2.5 inches I.D. for taking undisturbed samples.

STS - Shelby tube sampler for taking undisturbed samples (2” to 3-5/16” I.D.). Sack (SK) or Bag

- Sample of disturbed soil placed in canvas sack or plastic bag.

GWL - Groundwater level on the date shown on the logs.

RQD - Rock quality designation (RQD) for the bedrock samples are determined for each core run by summing the length of all sound, hard pieces of core over four inches in length, and dividing this number by the total length of the core run. This value, along with the core recovery percentage, is recorded on the drill logs.

GRAIN SIZES

U.S. Standard Series Sieve Clear Square Sieve Openings

200 40 10 4 ¾” 3” 12”

SAND GRAVEL Silts & Clays Distinguished

on Basis of Plasticity

Fine Medium Coarse Fine Coarse Cobbles Boulders

CONSISTENCY RELATIVE DENSITY

Clays & Silts SPT* Blows/foot Sands & Gravels SPT*

Blows/foot Very Soft Soft Firm Stiff Very Stiff Hard

0 – 2 3 – 4 5 – 8

9 – 15 15 – 30 Over 30

Very Loose Loose Medium Dense Dense Very dense

0 – 4 5 – 10 11 – 30 31 – 50 Over 50

*Standard Penetration Test; PL = Plastic Limit; LL = Liquid Limit N:\Geotech\Form\ASFE Report info.doc

D50 15 (D30)2 (2.5)- D1e 0.075 D12 x 1036 0.075 x 15

CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES ASTM Designation: D 2487 – 83

(Based on Unified Soil Classification System)

Cu = = = 200 Cc= + = 5.6 N::\Geotech\Forms\Soil Classifications.doc Rev. 10/03

< 0.75

< 0.75

MAJOR DIVISIONS GROUP SYMBOL GROUP NAME

Cu ≥ 4 and 1 ≤ Cc ≤ 3E GW Well graded gravel F Clean Gravels Less than 5%

fines Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravel F

Fines classify as ML or MH GM Silty gravel F G H

Gravels More than 50%

coarse fraction retained on No. 4 sieve

Gravels with Fines

More than 12% fines

Fines classify as CL or CH GC Clayey gravel F G H

Cu ≥ 6 and 1 ≤ Cc ≤ 3E SW Well-graded sand I Clean Sands Less than 5%

fines Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sand I

Fines classify as ML or MH SM Silty Sand G H I

Coarse-Grained Soils More than 50%

retained on No. 200 sieve Sands

50% or more of coarse faction passes No. 4 sieve

Sands with Fines More than 12%

fines Fines classify as CL or CH SC Clayey sand G H I

Pl > 7 and plots on or above “A” line CL Lean clay K L M Inorganic

Pl < 4 or plots below “A” line ML Silt K L M Silts and Clays Liquid limit less

than 50 Organic Liquid limit – oven dried

Liquid limit – not dried OL Organic clay K L M N

Organic silt K L M O

Pl plots on or above “A” line CH Fat clay K L M Inorganic

Pl plots below “A” line MH Elastic silt K L M

Fine-Grained Soils 50% or more passes

the No. 200 sieve Silts and Clays Liquid limit 50 or

more Organic Liquid limit – oven dried

Liquid limit – not dried OH Organic clay K L M O

Organic silt K L M O

Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-in. (75-mm) sieve.

B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name.

C Gravels with 5 to 12% require dual symbols: GW-GM well-graded gravel with silt GW-GC well-graded gravel with clay GP-GM poorly graded gravel with silt

GP-GC poorly graded gravel with clay D Sands with 5 to 12% fines require dual

symbols: SW-SM well-graded sand with silt SW-SC well-graded sand with clay SP-SM poorly graded sand with silt

SP-SC poorly graded sand with clay

E Cu = D60/D10 Cc=(D30)2 / (D10 x D90) F If soil contains ≥15% sand, add “with

sand” to group name. G If fines classify as CL-ML, use dual

symbol GC-GM, or SC-SM. H If fines are organic, add “with organic

fines” to group name. I If soil contains ≥15% gravel, add “with

gravel” to group name. If soil contains ≥ 15% gravel, add “with

gravel” to group name.

J If Atterberg limits plot in hatched area, soil is a CL-ML, silty clay.

K. If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel”, whichever is predominant.

L If solid contains ≥ 30% plus No. 200, predominantly sand, add “sandy” to group name.

M If soil contains ≥ 30% plus No. 200, predominantly gravel, add “gravelly” to group name.

N Pl ≥ 4 and plots on or above “A” line. O Pl < 4 or plots below “A: line. P Pl plots on or above “A: line. Q Pl plots below “A: line.

APPENDIX A

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40

50

95

70

70

70

0.50

9.00

13.00

28.50

25 10

9-14-14

5-12-14

18-17-17

10-19-15

12-9-18

23-19-16

8-14-12

7

4

5

7

5

5

2

FILL, Lean CLAY (CL), tan, moist, lowplasticity.FILL, Clayey GRAVEL with sand (GC), fineto coarse grained gravel, fine to mediumgrained sand, medium dense to dense,gray, moist, angular gravel, low plasticity.

FILL, lean CLAY with sand (CL), fine tomedium grained sand, gray, moist, lowplasticity.

Poorly graded GRAVEL with silt and sand(GP-GM) to (SP-SM), fine to mediumgrained gravel, fine to coarse grained sand,medium dense to dense, tan/brown, moist,angular gravel, non-plastic.

Bottom of Boring at 28.5 ft

16

SplitSpoon

Upon Completion of Drilling

Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

BH-1

6.00

WATER LEVEL OBSERVATIONS

1

5

10

15

20

25

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3138.60

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 1

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

Refer to Site Map

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore

ContinuousFlight Auger

WashRotary

Remarks:

Northing: 959837.77Easting: 816937.02

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling

MATERIAL DESCRIPTION

ft

1-09-14 1-09-14

REMARKS

Tetra Tech

Phone: 406-543-3045Fax: 406-543-3088

Sheet

5707

18 L

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GR

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DR

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Air Rotary DryWhile Drilling

BoreholeDiameter (in):

Project Number:

Kyle Zanto

Revised 5-17-11 (MAT)

Mobile B-61

Lolo Bike Trail - Missoula County, Montana

10

50

55

70

70

80

2.00

11.00

13.00

25.50

NV NP

12-9-15

5-11-15

9-15-17

12-15-15

11-14-11

13-13-20

10

3

3

6

6

7

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FILL, sandy lean CLAY (CL), fine tomedium grained sand, tan to gray, moist,low plasticity.Clayey SAND (SC) to Poorly graded SANDwith clay (SP-SC), fine to medium grainedsand, medium dense to dense, black/gray,moist, low plasticity.


10

SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

BH-2

6.00


1

5

10

15

20

25

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3203.40

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 2

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

Refer to Site Map

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:


MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

1-09-14 1-09-14

REMARKS

Tetra Tech

Phone: 406-543-3045Fax: 406-543-3088

Sheet

5707

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GR

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DR

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EN

SIT

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Project Number:

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Mobile B-61


75

5

50

50

16.00

25.50

34 14

10-5-4

2-2-1

7-6-4

10-10-11

6-12-12

11-15-12

19

19

18

6

5

FILL, Clayey SAND with gravel, fine tocoarse grained sand and gravel, very looseto medium dense, brown to tan, moist towet, low to medium plasticity.

Poorly graded SAND with clay and gravel(SP-SC), fine to coarse grained sand, finegrained gravel, medium dense, brown togray, moist, low plasticity.


36

SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

BH-3

6.00


1

5

10

15

20

25

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3170.40

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 3

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

Refer to Site Map

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

Norhting: 965154.66Easting: 818454.49

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

1-09-14 1-09-14

REMARKS

Tetra Tech

Phone: 406-543-3045Fax: 406-543-3088

Sheet

5707

18 L

OG

S.G

PJ

` 6

-12

-14

` M

AT

` M

ON

TA

NA

DO

T E

NG

LIS

H O

UT

PU

T

114-570718

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe - Butte

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Kyle Zanto


Mobile B-61


50

20

10

25

60

16.00

20.50

24 9

10-8-13

3-6-3

9-4-4

15-14-11

19-20-26

11

13

2

8

4

FILL, clayey SAND with gravel (SC), fine tocoarse grained sand and gravel, loose tomedium dense, brown, moist, somecobbles, angular gravel, low to mediumplasticity.

Poorly graded GRAVEL with sand (GP),fine to coarse grained sand and gravel,dense, tan, moist, subrounded gravel.


29

SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

BH-4

6.00


1

5

10

15

20

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3198.60

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 4

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

Refer to Site Map

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:


MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

1-10-14 1-10-14

REMARKS

Tetra Tech

Phone: 406-543-3045Fax: 406-543-3088

Sheet

5707

18 L

OG

S.G

PJ

` 6

-12

-14

` M

AT

` M

ON

TA

NA

DO

T E

NG

LIS

H O

UT

PU

T

114-570718

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe - Butte

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Kyle Zanto


Mobile B-61


85

5

15

55

100

100

6.00

9.50

16.00

25.50

23 9

6-6-9

17-11-4

9-13-7

9-10-13

2-2-2

0-2-3

19

3

12

9

33

37

FILL, Clayey SAND with gravel (SP-SC),fine to coarse grained sand, fine grainedgravel, medium dense, tan/gray, moist,subrounded gravel, non-plastic.

Clayey GRAVEL with sand (GC), fine tocoarse grained sane and gravel, mediumdense, brown, moist, subrounded gravel,low plasticity.

Poorly graded SAND with gravel (SP), fineto coarse grained sand, fine grained gravel,medium dense, brown, moist to wet, tracesilt, non-plastic.

Poorly graded to clayey SAND with gravel,fine grained sand, very loose to loose, gray,wet, trace silt, non-plastic to low plasticity.


33

SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

BH-5

6.00


1

5

10

15

20

25

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3137.00

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 5

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

Refer to Site Map

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:


MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

1-10-14 1-10-14

REMARKS

Tetra Tech2525 Palmer Street, Suite 2Missoula, MT 59808Phone: 406-543-3045Fax: 406-543-3088

Sheet

5707

18 L

OG

S.G

PJ

` 6

-12

-14

` M

AT

` M

ON

TA

NA

DO

T E

NG

LIS

H O

UT

PU

T

114-570718

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe - Butte

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)

Air Rotary 12.50While Drilling


Project Number:

Kyle Zanto


Mobile B-61


0.75

2.00

18.00

25.50

22 7

14-11-13

14-42-27

9-7-10-13

12-19-12

20-33-31

12-22-34

5

3

4

5

4

4

AsphaltGranular Base Course, Poorly GradedGravel and Sand.FILL. Silty Clayey Gravel with Sand,medium to very dense, subrounded tosubangular, slightly moist, brown,occasional cobbles.

Silty Clayey Gravel with Sand (GC-GM),very dense, subrounded, slightly moist,brown, occasional cobbles.

Bottom of Boring 25.5'

17

SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

R-2

8.00


1

5

10

15

20

25

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3176.43'

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 6

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

2011+00

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 951539.69' E 822248.42'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/05/2014 05/05/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)

Air Rotary NEWhile Drilling


Project Number:

Daniel Earnest


Mobile B-61

MISSOULA TO LOLO TRAIL

2011+00

0.50

2.60

18.00

23.00

26.40

8-10-11-14

15-20-14-17

16-18-23-25

10-15-19-20

16-22-25-28

21-24-50/(0.4)

5

4

4

5

4

5

ASPHALTGranular Base Course

FILL. Silty Clayey Gravel with Sand, denseto very dense, subrounded to sub angular,slightly moist, brown, occasional seams ofpoorly graded sand with gravel andoccasional cobbles.

Silty Clayey Gravel with Sand (GC-GM),very dense, subrounded, slightly moist,brown, occasional cobbles.

Moderately Weathered Gray Bedrock


SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

R-4

8.00


1

5

10

15

20

25

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3176.67'

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 7

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

2015+00

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 951919.47' E 822310.57'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/05/2014 05/05/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Bill Craig


Mobiile B-61


2015+00

0.75

4.00

8.00

15.50

21 6

12-16-13

10-10-16

10-19-22

15-23-20

3

5

5

5

ASPHALTGranular Base Course and Subbase,Poorly Graded Gravel and Sand

FILL. Silty Clayey Gravel with Sand,medium dense to dense, subrounded tosubangular, slightly moist, brown,occasional cobbles.

Silty Clayey Gravel with Sand (GC-GM),dense, subrounded, slightly moist, brown,occasional cobbles.


18

SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

R-6

8.00


1

5

10

15

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3170.86'

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 8

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

2021+00

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 952490.68' E 822186.72'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/05/2014 05/05/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Daniel Earnest


Mobile B-61


2021+00

0.75

11.00

17.00

NV NP

14-4-10

10-13-17-15

10-10-9-11

2-3-4-5

2-3-3-6

3

4

15

20

TopsoilFILL. Poorly Graded Gravel with Silt andSand, medium dense to dense, subroundedto subangular, slightly moist, brown,occasional cobbles.

Sandy Silt (ML), loose, fine-grained sand,slighty moist to moist, tan to red.

Bottom of Boring 17'

6

SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

R-9

8.00


1

5

10

15

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3160.50'

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 9

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

2027+00

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 952966.08' E 821837.33'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/05/2014 05/05/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Bill Craig


Mobile B-61


2027+00

0.75

5.00

10.00

20.50

23 8

14-17-12

13-35-38

12-16-10

6-18-38

10-16-23

4

4

6

7

12

ASPHALTGranular Base Course and Subbase,Poorly Graded Gravel and Sand.

FILL. Clayey Sand with Gravel, mediumdense, subangular, slightly moist, brown,occasional cobbles.

Silty Clayey Gravel with Sand (GC-GM),dense to very dense, subrounded torounded, slightly moist to moist, tan, darkbown, gray, occasional cobbles.


23

SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

R-10

8.00


1

5

10

15

20

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3148.93'

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 10

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

3011+50

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 958679.20' E 817590.34'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/05/2014 05/05/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Daniel Earnest


Mobile B-61


3011+50

0.75

5.50

12.00

20.00

13-15-15-22

9-12-16-16

45-50/(0.5)

23-27-17-15

15-14-12-11

5

6

5

7

7

AsphaltGranular Base Course and Subbase,Poorly Graded Gravel and Sand.

FILL. Clayey Gravel with Sand, dense tovery dense, subrounded to subangular,slightly moist, brown to reddish-brown,occasional cobbles.

Clayey Gravel with Sand (GC), mediumdense to dense, subrounded, slightly moist,brown to reddish-brown, occasionalcobbles.


SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

R-12

8.00


1

5

10

15

20

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3155.73'

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 11

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

3015+50

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 959004.54' E 817358.13'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/06/2014 05/06/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Bill Craig


Mobile B-61


3015+50

0.75

2.50

9.00

20.50

24

24

10

10

16-15-14

22-19-15

11-35-30

16-20-24

10-27-42

4

4

6

6

6

ASPHALTGranular Base Course and Subbase,Poorly Graded Gravel and Sand.FILL. Clayey Gravel with Sand, dense,subangular to angular, slightly moist,reddish-brown, occasional cobbles.

Clayey Gravel with Sand (GC), dense tovery dense, subrounded to angular, slightlymoist, reddish-brown, occasional cobbles.


16

SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

R-14

8.00


1

5

10

15

20

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3166.28'

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 12

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

3019+50

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 959333.36' E 817126.17'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/06/2014 05/06/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Daniel Earnest


Mobile B-61


3019+50

1.00

3.00

14.00

20.00

22 9

12-30-27-19

14-22-30-26

20-32-29-31

17-21-26-36

13-17-18-19

5

6

7

7

9

AsphaltGranular Base Course and Subbase,Poorly Graded Gravel and Sand

FILL. Clayey Sand with Gravel, verydense, angular to subangular, slightly moistto moist, reddish to orange-brown,occasional cobbles.

Clayey Gravel with Sand (GC), dense tovery dense, sub angular to angular, slightlymoist, brown, occasional cobbles. AugerRefusal at 18'.


41

SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

R-16

8.00


1

5

10

15

20

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3180.67'

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 13

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

3023+50

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 959697.46' E 816952.07'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/06/2014 05/06/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Bill Craig


Mobile B-61


3023+50

0.67

3.00

21.00

25.50

22-23-26

13-23-28

13-15-21

26-31-21

11-15-18

11-16-12

4

6

8

6

7

8


FILL. Clayey Sand with Gravel, mediumdense to very dense, subrounded tosubangular, slightly moist, brown toreddish-brown, occasional cobbles.

Clayey Sand with Gravel (SC), mediumdense to very dense, subrounded tosubangular, slightly moist, brown toreddish-brown, occasional cobbles. Veryhard drilling 21-24'


SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

R-18

8.00


1

5

10

15

20

25

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3217.19'

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 14

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

3036+50

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 960957.28' E 817227.39'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/16/2014 05/16/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Daniel Earnest


Mobile B-61


3036+50

0.67

3.00

21.00

25.50

24 10

28-29-38

9-15-18

9-15-16

7-12-9

11-15-29

10-21-29

4

5

7

10

8

8


FILL. Clayey Sand with Gravel, mediumdense to dense, subrounded to subangular,slightly moist, brown to reddish-brown,occasional cobbles.

Clayey Sand with Gravel (SC), dense,subrounded to subangular, moist, darkbrown to orange-brown, occasionalcobbles.


25

SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

R-20

8.00


1

5

10

15

20

25

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3218.60'

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 15

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

3040+50

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 961322.14' E 817393.37'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/06/2014 05/06/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Daniel Earnest


Mobile B-61


3040+50

0.75

3.00

18.00

24.30

26 10

21-27-29

13-25-19

17-30-43

50/5"

16-27-33

50/4"

4

3

3

1

3

1


FILL. Clayey Gravel with Sand, dense tovery dense, subangular to angular, slightlymoist to moist, brown to reddish brown,occasional cobbles.

Clayey Gravel with Sand (GC), very dense,subangular to angular, slightly moist tomoist, brown to reddish-brown, occasionalcobbles.


14

SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

R-22

8.00


1

5

10

15

20

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3215.94'

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 16

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

3044+50

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 961685.39' E 817557.79'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/06/2014 05/07/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Daniel Earnest


Mobile B-61


3044+50

0.50

5.00

12.00

22.00

27.00

19-20-16-12

10-9-7-8

13-14-15-21

39-18-19-22

14-15-21-20

15-18-18-20

5

7

3

4

14

2


FILL. Poorly Graded Gravel with Clay andSand, dense, angular to subangular,slightly moist, reddish-brown, occasionalcobbles.

Poorly Graded Gravel with Sand (GP),dense, angualr, slightly mosit,reddish-brown, occasional cobbles. Veryhard drilling.

Poorly Graded Sand with Gravel (SP),dense, angular gravel, slightly moist, brown.


SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

R-24

8.00


1

5

10

15

20

25

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3207.50'

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 17

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

3051+00

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 962276.63' E 817829.52'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/07/2014 05/07/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Bill Craig


Mobile B-61


3051+00

0.58

3.00

21.00

35.50

24 12

20-29-30

18-12-14

20-44-29

15-20-18

23-24-12

21-31-49

35-28-34

26-26-21

4

4

3

5

12

5

4

3

ASPHALTGranual Base Course and Subbase, PoorlyGraded Gravel and Sand.

FILL. Poorly Graded Gravel with Clay andSand, medium dense to very dense,subangular to subrounded, slightly moist tomoist, reddish-brown to dark brown. Largecobbles and small boulders 10-14'.

Poorly Graded Gravel with Sand (GP),dense to very dense, subangular toangular, slightly moist to moist,reddish-brown, occasional cobbles andboulders, hard drilling.


11

SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

R-26

8.00


1

5

10

15

20

25

30

35

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3203.06'

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 18

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

3055+00

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 962640.98' E 817992.85'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/07/2014 05/07/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Daniel Earnest


Mobile B-61


3055+00

0.58

4.00

24.00

25.00

30.50

26-34-35

11-25-21

50/(0.3)

26-50/(0.3)

13-50/(0.4)

13-12-13

22-35-31

5

4

3

5

5

8

6


FILL. Poorly Graded Gravel with Clay andSand, dense to very dense, subangular tosubrounded, slightly moist to moist,reddish-brown to brown, occasionalcobbles.

Silty Sand with Gravel (SM), mediumdense, moist to very moist, reddish-brown.Silty Gravel with Sand (GM), very dense,angular to subangular, slightly moist,reddish-brown, occasional cobbles.


SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

R-28

8.00


1

5

10

15

20

25

30

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3198.26'

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 19

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

3059+00

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 963004.16' E 818158.42'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/07/2014 05/07/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Daniel Earnest


Mobile B-61


3059+00

0.58

6.00

11.00

19.90

18 4

21-22-12

8-11-18

22-32-50

36-50/(0.4)

38-50/(0.4)

6

7

3

5

7


FILL. Silty Clayey Sand, medium dense tovery dense, slightly moist to damp,reddish-tan, occcasional cobbles.

Poorly Graded Gravel with Sand (GP), verydense, angular, slightly moist, pinkish-tan.


35

SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

R-30

8.00


1

5

10

15

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3194.50'

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 20

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

3063+00

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 963369.21' E 818324.12'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/07/2014 05/07/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Daniel Earnest


Mobile B-61


3063+00

0.75

2.25

17.00

27.00

11-16-30-50

8-11-43-27

11-22-50/(0.4)

7-12-7-13

43-50/(0.3)

39-43-49-50

5

4

6

5

3

9

ASPHALTGranular Base Course and Subbase,Poorly Graded Gravel and Sand.FILL. Silty Gravel with Sand, mediumdense to very dense, subangular toangular, slighty moist to damp, brown.

Poorly Graded Gravel with Sand (GP), verydense, angular, slightly moist, brown topinkish-brown, occasional cobbles.


SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

R-32

8.00


1

5

10

15

20

25

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3156.22'

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 21

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

3142+00

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 969732.70' E 821533.63'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/07/2014 05/08/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Bill Craig


Mobile B-61


3142+00

0.68

4.00

10.00

24.20

12-21-18

8-11-10

41-50/(0.25)

50/(0.4)

50/(0.4)

50/(0.2)

5

4

3

5

2


FILL. Silty Gravel with Sand, mediumdense, angular to subangular, slightly moistto damp, reddish-brown, occasionalcobbles.

Poorly Graded Gravel with Sand (GP), verydense, subrounded to subangular, slightlymoist to damp, reddish-brown, occasionalcobbles.


SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

R-34

8.00


1

5

10

15

20

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3165.32

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 22

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

3146+00

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 969891.48' E 821906.58'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/08/2014 05/08/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Daniel Earnest


Mobile B-61


3146+00

0.75

6.00

22.00

32.00

NV NP

14-24-25-38

12-50/(0.46)

30-50/(0.25)

50/(0.5)

10-23-30-49

13-20-15-33

13-9-17-36

5

5

3

2

4

3

4


FILL. Silty Gravel with Sand, very dense,subangular to angular, slightly moist,brown, occasional cobbles.

Poorly Graded Gravel with Sand (GP),dense to very dense, angular tosubrounded, slightly moist to damp,reddish-brown.


19

SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

S-2

8.00


1

5

10

15

20

25

30

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3173.10'

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 23

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

3091+00

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 966028.46' E 818215.73'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/07/2014 05/07/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Daniel Earnest


Mobile B-61


3091+00

0.67

3.00

10.00

21.00

19 6

31-46-36

19-22-28

27-50/(0.25)

40-50/(0.4)

50/(0.25)

4

4

6

1

1

ASPHALTGranular Base Course and Subbase,Gravel and Sand.

FILL. Silty Clayer Gravel with Sand, denseto very dense, subangular to angular,slightly moist to moist, brown toreddish-brown, occasional cobbles.

Silty Gravel with Sand (GC-GM), verydense, subrounded to angular, slightlymoist, brown. Occasional cobbles andboulders, increasing with depth. Augerrefusal at 21'.


16

SplitSpoon


Depth To Water (ft)

Driller:

Date Started:

DE

PT

H (

ft)

Vane Shear

LOG OF BORING

DRILL

California Ring

OP

ER

AT

ION

Logger:

S-4

8.00


1

5

10

15

20

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N (

RQ

D)

Drilling Equipment:

BulkSample

Testpit

SamplerTypes:

3181.28'

of

MIN

US

NO

. 200

(%

)

SPTP

LAS

TIC

ITY

IND

EX

PI

Hammer:Type:

BoreholeNumber:

DriveCasing

Ground:

Project Name:

Borehole Location:

Stationing:

MudRotary

1

SA

MP

LE

RE

CO

VE

RY

(%

)

Penetrometer

PR

ES

SU

RE

(ps

i)

RA

TE

(m

ph)

Figure No. 24

LLLI

QU

ID L

IMIT

Elevationand Datum:

Shelby

3097+00

Date Finished:

Notes:

DE

PT

H (

ft)

ft

Auger

DiamondCore


WashRotary

Remarks:

N 966615.28' E 818362.42'

MO

IST

UR

E C

ON

TE

NT

(%

)

GrabSample

OperationTypes:

CO

RE

PE

RC

EN

T R

EC

OV

ER

Y

Time After Drilling


ft

05/07/2014 05/07/2014

Automatic

REMARKS


Sheet

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

MO

NT

AN

A D

OT

EN

GLI

SH

OU

TP

UT

114-570781

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

O'Keefe Drilling

GR

AP

HIC

LO

G

DR

Y D

EN

SIT

Y (

pcf)



Project Number:

Daniel Earnest


Mobile B-61


3097+00

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

25

Classification

GRAIN SIZE DISTRIBUTION

6030

COBBLES

Specimen Identification %Silt

8

56

104

14

GRAIN SIZE IN MILLIMETERS

506

D60

GRAVEL

2

LL

coarse

406

D30

2.299

D10 %Sand

200

25

5707

18 L

OG

S.G

PJ

` 6

-12

-14

` M

AT

` T

T_

US

GR

AIN

SIZ

E

BH-1 - (2 - 7 ft)

BH-1 - (2 - 7 ft)

PLSpecimen Identification

%Gravel

3

28

16 20

16

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

fine

1.5

SILT OR CLAY

6.931

1403

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

medium

CuPI

37.5

11

D100

Cc

Project:

Location: Refer to Site Map


Figure No. 25

CLAYEY GRAVEL with SAND(GC)


Number: 114-570718

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

NV

Classification


6030

COBBLES


8

62

104

NV


506

D60

GRAVEL

2

LL

coarse

406

D30

2.72

D10

126.77

%Sand

200

NV

5707

18 L

OG

S.G

PJ

` 6

-12

-14

` M

AT

` T

T_

US

GR

AIN

SIZ

E

BH-2 - (2 - 6 ft)

BH-2 - (2 - 6 ft)


10.29

%Gravel

3

28

16 20

10

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

0.075

fine

1.5

SILT OR CLAY

9.546

1403


medium

CuPI

50

NP

D100

Cc

Project:



Figure No. 26

POORLY GRADED GRAVEL with SILT

and SAND(GP-GM)


Number: 114-570718

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

34

Classification


6030

COBBLES


8

23

104

20


506

D60

GRAVEL

2

LL

coarse

406

D30 D10 %Sand

200

34

5707

18 L

OG

S.G

PJ

` 6

-12

-14

` M

AT

` T

T_

US

GR

AIN

SIZ

E

BH-3 - (1 - 5 ft)

BH-3 - (1 - 5 ft)


%Gravel

3

40

16 20

36

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

fine

1.5

SILT OR CLAY

1.185

1403


medium

CuPI

37.5

14

D100

Cc

Project:



Figure No. 27

CLAYEY SAND with GRAVEL(SC)


Number: 114-570718

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

24

Classification


6030

COBBLES


8

33

104

15


506

D60

GRAVEL

2

LL

coarse

406

D30

0.081

D10 %Sand

200

24

5707

18 L

OG

S.G

PJ

` 6

-12

-14

` M

AT

` T

T_

US

GR

AIN

SIZ

E

BH-4 - (1 - 4 ft)

BH-4 - (1 - 4 ft)


%Gravel

3

38

16 20

29

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

fine

1.5

SILT OR CLAY

2.977

1403


medium

CuPI

75

9

D100

Cc

Project:



Figure No. 28



Number: 114-570718

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

23

Classification


6030

COBBLES


8

18

104

13


506

D60

GRAVEL

2

LL

coarse

406

D30 D10 %Sand

200

23

5707

18 L

OG

S.G

PJ

` 6

-12

-14

` M

AT

` T

T_

US

GR

AIN

SIZ

E

BH-5 - (1 - 4 ft)

BH-5 - (1 - 4 ft)


%Gravel

3

49

16 20

33

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

fine

1.5

SILT OR CLAY

0.672

1403


medium

CuPI

37.5

10

D100

Cc

Project:



Figure No. 29



Number: 114-570718

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

22

Classification


6030

COBBLES


8

47

104

15


506

D60

GRAVEL

2

LL

coarse

406

D30

1.001

D10 %Sand

200

22

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_U

S G

RA

IN S

IZE

R-2 - (3 - 10 ft)

R-2 - (3 - 10 ft)


%Gravel

3

36

16 20

17

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

fine

1.5

SILT OR CLAY

5.929

1403


medium

CuPI

37.5

7

D100

Cc

Project:

Location: 2011+00


Figure No. 30

SILTY, CLAYEY GRAVEL with

SAND(GC-GM)


Number: 114-570781

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

21

Classification


6030

COBBLES


8

45

104

15


506

D60

GRAVEL

2

LL

coarse

406

D30

0.683

D10 %Sand

200

21

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_U

S G

RA

IN S

IZE

R-6 - (5 - 9 ft)

R-6 - (5 - 9 ft)


%Gravel

3

37

16 20

18

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

fine

1.5

SILT OR CLAY

5.587

1403


medium

CuPI

25

6

D100

Cc

Project:

Location: 2021+00


Figure No. 31


SAND(GC-GM)


Number: 114-570781

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

NV

Classification


6030

COBBLES


8

75

104

NV


506

D60

GRAVEL

2

LL

coarse

406

D30

6.006

D10

57.11

%Sand

200

NV

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_U

S G

RA

IN S

IZE

R-9 - (5 - 6.5 ft)

R-9 - (5 - 6.5 ft)


12.17

%Gravel

3

19

16 20

6

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

0.228

fine

1.5

SILT OR CLAY

13.009

1403


medium

CuPI

75

NP

D100

Cc

Project:

Location: 2027+00


Figure No. 32

POORLY GRADED GRAVEL with SILT

and SAND(GP-GM)


Number: 114-570781

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

23

Classification


6030

COBBLES


8

38

104

15


506

D60

GRAVEL

2

LL

coarse

406

D30

0.188

D10 %Sand

200

23

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_U

S G

RA

IN S

IZE

R-10 - (5 - 9 ft)

R-10 - (5 - 9 ft)


%Gravel

3

39

16 20

23

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

fine

1.5

SILT OR CLAY

4.31

1403


medium

CuPI

25

8

D100

Cc

Project:

Location: 3011+50


Figure No. 33



Number: 114-570781

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

24

Classification


6030

COBBLES


8

43

104

14


506

D60

GRAVEL

2

LL

coarse

406

D30

0.75

D10 %Sand

200

24

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_U

S G

RA

IN S

IZE

R-14 - (4 - 10.5 ft)

R-14 - (4 - 10.5 ft)


%Gravel

3

41

16 20

16

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

fine

1.5

SILT OR CLAY

5.483

1403


medium

CuPI

25

10

D100

Cc

Project:

Location: 3019+50


Figure No. 34



Number: 114-570781

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

22

Classification


6030

COBBLES


8

15

104

13


506

D60

GRAVEL

2

LL

coarse

406

D30 D10 %Sand

200

22

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_U

S G

RA

IN S

IZE

R-16 - (10 - 18 ft)

R-16 - (10 - 18 ft)


%Gravel

3

44

16 20

41

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

fine

1.5

SILT OR CLAY

0.841

1403


medium

CuPI

25

9

D100

Cc

Project:

Location: 3023+50


Figure No. 35



Number: 114-570781

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

24

Classification


6030

COBBLES


8

30

104

14


506

D60

GRAVEL

2

LL

coarse

406

D30

0.133

D10 %Sand

200

24

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_U

S G

RA

IN S

IZE

R-20 - (5 - 10 ft)

R-20 - (5 - 10 ft)


%Gravel

3

45

16 20

25

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

fine

1.5

SILT OR CLAY

3.094

1403


medium

CuPI

25

10

D100

Cc

Project:

Location: 3040+50


Figure No. 36



Number: 114-570781

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

26

Classification


6030

COBBLES


8

65

104

16


506

D60

GRAVEL

2

LL

coarse

406

D30

3.046

D10 %Sand

200

26

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_U

S G

RA

IN S

IZE

R-22 - (4 - 10.5 ft)

R-22 - (4 - 10.5 ft)


%Gravel

3

21

16 20

14

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

fine

1.5

SILT OR CLAY

16.525

1403


medium

CuPI

37.5

10

D100

Cc

Project:

Location: 3044+50


Figure No. 37



Number: 114-570781

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

24

Classification


6030

COBBLES


8

67

104

12


506

D60

GRAVEL

2

LL

coarse

406

D30

4.218

D10

144.20

%Sand

200

24

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_U

S G

RA

IN S

IZE

R-26 - (15 - 20 ft)

R-26 - (15 - 20 ft)


43.57

%Gravel

3

22

16 20

11

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

fine

1.5

SILT OR CLAY

7.673

1403


medium

CuPI

25

12

D100

Cc

Project:

Location: 3055+00


Figure No. 38

POORLY GRADED GRAVEL with CLAY

and SAND(GP-GC)


Number: 114-570781

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

18

Classification


6030

COBBLES


8

13

104

14


506

D60

GRAVEL

2

LL

coarse

406

D30 D10 %Sand

200

18

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_U

S G

RA

IN S

IZE

R-30 - (7 - 11 ft)

R-30 - (7 - 11 ft)


%Gravel

3

52

16 20

35

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

fine

1.5

SILT OR CLAY

0.668

1403


medium

CuPI

19

4

D100

Cc

Project:

Location: 3063+00


Figure No. 39

SILTY, CLAYEY SAND(SC-SM)


Number: 114-570781

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

NV

Classification


6030

COBBLES


8

43

104

NV


506

D60

GRAVEL

2

LL

coarse

406

D30

0.193

D10 %Sand

200

NV

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_U

S G

RA

IN S

IZE

S-2 - (20 - 22 ft)

S-2 - (20 - 22 ft)


%Gravel

3

38

16 20

19

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

fine

1.5

SILT OR CLAY

5.89

1403


medium

CuPI

37.5

NP

D100

Cc

Project:

Location: 3091+00


Figure No. 40

SILTY GRAVEL with SAND(GM)


Number: 114-570781

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

19

Classification


6030

COBBLES


8

42

104

13


506

D60

GRAVEL

2

LL

coarse

406

D30

0.333

D10 %Sand

200

19

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_U

S G

RA

IN S

IZE

S-4 - (4 - 5.5 ft)

S-4 - (4 - 5.5 ft)


%Gravel

3

42

16 20

16

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

fine

1.5

SILT OR CLAY

5.369

1403


medium

CuPI

37.5

6

D100

Cc

Project:

Location: 3097+00


Figure No. 41


SAND(GC-GM)


Number: 114-570781

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

Classification


6030

COBBLES


8

58

104


506

D60

GRAVEL

2

LL

coarse

406

D30

2.113

D10

16.78

%Sand

200

5707

18 L

OG

S.G

PJ

` 6

-12

-14

` M

AT

` T

T_

US

GR

AIN

SIZ

E

RAP-N - (0 - ft)

RAP-N - (0 - ft)


1.19

%Gravel

3

38

16 20

4

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

0.473

fine

1.5

SILT OR CLAY

7.937

1403


medium

CuPI

50

D100

Cc

Project:

Location: Northeast Side of Stockpile


Figure No. 42

WELL-GRADED GRAVEL with

SAND(GW)


Number: 114-570718

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

Classification


6030

COBBLES


8

60

104


506

D60

GRAVEL

2

LL

coarse

406

D30

2.233

D10

18.62

%Sand

200

5707

18 L

OG

S.G

PJ

` 6

-12

-14

` M

AT

` T

T_

US

GR

AIN

SIZ

E

RAP-S - (0 - ft)

RAP-S - (0 - ft)


1.48

%Gravel

3

35

16 20

5

%Clay

SAND

143/8 100

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3/4 1/2

fine coarse

41

0.425

fine

1.5

SILT OR CLAY

7.915

1403


medium

CuPI

50

D100

Cc

Project:

Location: South Side of Stockpile


Figure No. 43

WELL-GRADED GRAVEL with

SAND(GW)


Number: 114-570718

85

90

95

100

105

110

115

120

125

130

135

140

145

150

0 5 10 15 20 25 30

LL

GRADATION

25 11

PL

14

Curves of 100% Saturationfor Specific Gravity Equal to:

2.80

2.70

2.60

PI

Optimum Water Content

Test Method 698C

134.18.2

% Gravel

28

ATTERBERG LIMITS

56

% Sand % Fines

16

WATER CONTENT, %

Source of Material

Description of MaterialD

RY

DE

NS

ITY

, pc

f

pcf%

TEST RESULTS

5707

18 L

OG

S.G

PJ

` 6

-12

-14

` M

AT

` T

T_

CO

MP

AC

TIO

N W

/CU

RV

EBH-1 (2 - 7 ft)

Project:

Location:

MOISTURE-DENSITY RELATIONSHIP

Refer to Site Map

Figure No. 44Revised 1-23-08 (MAT)


CLAYEY GRAVEL with

SAND(GC)

Number: 114-570718

Maximum Dry Density

85

90

95

100

105

110

115

120

125

130

135

140

145

150

0 5 10 15 20 25 30

LL

GRADATION

NV NP

PL

NV

Rock Correction: 16% Oversize material on the 3/4

screen in accordance with ASTM D4718


2.80

2.70

2.60

PI

Corrected Optimum Water Content

Test Method 698C

142.86.4

% Gravel

28

ATTERBERG LIMITS

62

% Sand % Fines

10

WATER CONTENT, %

Source of Material


RY

DE

NS

ITY

, pc

f

pcf%

TEST RESULTS

5707

18 L

OG

S.G

PJ

` 6

-12

-14

` M

AT

` T

T_

CO

MP

AC

TIO

N W

/CU

RV

EBH-2 (2 - 6 ft)

Project:

Location:


Refer to Site Map



POORLY GRADED GRAVEL with

SILT and SAND(GP-GM)

Number: 114-570718

Corrected Maximum Dry Density

85

90

95

100

105

110

115

120

125

130

135

140

145

150

0 5 10 15 20 25 30

LL

GRADATION

34 14

PL

20

Rock Correction: 23% Oversize material on the #4



2.80

2.70

2.60

PI


Test Method 698A

123.810.6

% Gravel

40

ATTERBERG LIMITS

23

% Sand % Fines

36

WATER CONTENT, %

Source of Material


RY

DE

NS

ITY

, pc

f

pcf%

TEST RESULTS

5707

18 L

OG

S.G

PJ

` 6

-12

-14

` M

AT

` T

T_

CO

MP

AC

TIO

N W

/CU

RV

EBH-3 (1 - 5 ft)

Project:

Location:


Refer to Site Map



CLAYEY SAND with

GRAVEL(SC)

Number: 114-570718


85

90

95

100

105

110

115

120

125

130

135

140

145

150

0 5 10 15 20 25 30

LL

GRADATION

24 9

PL

15

Rock Correction: 19% Oversize material on the 3/8



2.80

2.70

2.60

PI


Test Method 698B

137.36.5

% Gravel

38

ATTERBERG LIMITS

33

% Sand % Fines

29

WATER CONTENT, %

Source of Material


RY

DE

NS

ITY

, pc

f

pcf%

TEST RESULTS

5707

18 L

OG

S.G

PJ

` 6

-12

-14

` M

AT

` T

T_

CO

MP

AC

TIO

N W

/CU

RV

EBH-4 (1 - 4 ft)

Project:

Location:


Refer to Site Map



CLAYEY SAND with

GRAVEL(SC)

Number: 114-570718


85

90

95

100

105

110

115

120

125

130

135

140

145

150

0 5 10 15 20 25 30

LL

GRADATION

23 10

PL

13


2.80

2.70

2.60

PI


Test Method 698A

126.39.7

% Gravel

49

ATTERBERG LIMITS

18

% Sand % Fines

33

WATER CONTENT, %

Source of Material


RY

DE

NS

ITY

, pc

f

pcf%

TEST RESULTS

5707

18 L

OG

S.G

PJ

` 6

-12

-14

` M

AT

` T

T_

CO

MP

AC

TIO

N W

/CU

RV

EBH-5 (1 - 4 ft)

Project:

Location:


Refer to Site Map



CLAYEY SAND with

GRAVEL(SC)

Number: 114-570718

Maximum Dry Density

85

90

95

100

105

110

115

120

125

130

135

140

145

150

0 5 10 15 20 25 30

LL

GRADATION

22 7

PL

15


2.80

2.70

2.60

PI


Test Method 1557C

146.34.8

% Gravel

36

ATTERBERG LIMITS

47

% Sand % Fines

17

WATER CONTENT, %

Source of Material


RY

DE

NS

ITY

, pc

f

pcf%

TEST RESULTS

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_C

OM

PA

CT

ION

W/C

UR

VE

R-2 (3 - 10 ft)

Project:

Location:


2011+00




SAND(GC-GM)

Number: 114-570781

Maximum Dry Density

85

90

95

100

105

110

115

120

125

130

135

140

145

150

0 5 10 15 20 25 30

LL

GRADATION

21 6

PL

15


2.80

2.70

2.60

PI


Test Method 1557C

148.35.0

% Gravel

37

ATTERBERG LIMITS

45

% Sand % Fines

18

WATER CONTENT, %

Source of Material


RY

DE

NS

ITY

, pc

f

pcf%

TEST RESULTS

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_C

OM

PA

CT

ION

W/C

UR

VE

R-6 (5 - 9 ft)

Project:

Location:


2021+00




SAND(GC-GM)

Number: 114-570781

Maximum Dry Density

85

90

95

100

105

110

115

120

125

130

135

140

145

150

0 5 10 15 20 25 30

LL

GRADATION

23 8

PL

15


2.80

2.70

2.60

PI


Test Method 1557C

144.24.5

% Gravel

39

ATTERBERG LIMITS

38

% Sand % Fines

23

WATER CONTENT, %

Source of Material


RY

DE

NS

ITY

, pc

f

pcf%

TEST RESULTS

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_C

OM

PA

CT

ION

W/C

UR

VE

R-10 (5 - 9 ft)

Project:

Location:


3011+50



CLAYEY SAND with

GRAVEL(SC)

Number: 114-570781

Maximum Dry Density

85

90

95

100

105

110

115

120

125

130

135

140

145

150

0 5 10 15 20 25 30

LL

GRADATION

22 9

PL

13


2.80

2.70

2.60

PI


Test Method 1557A

135.68.0

% Gravel

44

ATTERBERG LIMITS

15

% Sand % Fines

41

WATER CONTENT, %

Source of Material


RY

DE

NS

ITY

, pc

f

pcf%

TEST RESULTS

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_C

OM

PA

CT

ION

W/C

UR

VE

R-16 (10 - 18 ft)

Project:

Location:


3023+50



CLAYEY SAND with

GRAVEL(SC)

Number: 114-570781

Maximum Dry Density

85

90

95

100

105

110

115

120

125

130

135

140

145

150

0 5 10 15 20 25 30

LL

GRADATION

24 10

PL

14


2.80

2.70

2.60

PI


Test Method 1557C

145.34.3

% Gravel

45

ATTERBERG LIMITS

30

% Sand % Fines

25

WATER CONTENT, %

Source of Material


RY

DE

NS

ITY

, pc

f

pcf%

TEST RESULTS

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_C

OM

PA

CT

ION

W/C

UR

VE

R-20 (5 - 10 ft)

Project:

Location:


3040+50



CLAYEY SAND with

GRAVEL(SC)

Number: 114-570781

Maximum Dry Density

85

90

95

100

105

110

115

120

125

130

135

140

145

150

0 5 10 15 20 25 30

LL

GRADATION

24 12

PL

12


2.80

2.70

2.60

PI


Test Method 1557A

143.55.5

% Gravel

22

ATTERBERG LIMITS

67

% Sand % Fines

11

WATER CONTENT, %

Source of Material


RY

DE

NS

ITY

, pc

f

pcf%

TEST RESULTS

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_C

OM

PA

CT

ION

W/C

UR

VE

R-26 (15 - 20 ft)

Project:

Location:


3055+00



POORLY GRADED GRAVEL with

CLAY and SAND(GP-GC)

Number: 114-570781

Maximum Dry Density

85

90

95

100

105

110

115

120

125

130

135

140

145

150

0 5 10 15 20 25 30

LL

GRADATION

18 4

PL

14


2.80

2.70

2.60

PI


Test Method 1557A

135.96.3

% Gravel

52

ATTERBERG LIMITS

13

% Sand % Fines

35

WATER CONTENT, %

Source of Material


RY

DE

NS

ITY

, pc

f

pcf%

TEST RESULTS

LOLO

LO

G_D

AT

A.G

PJ

` 6-

12-

14

` A

JK `

TT

_C

OM

PA

CT

ION

W/C

UR

VE

R-30 (7 - 11 ft)

Project:

Location:


3063+00



SILTY, CLAYEY SAND(SC-SM)

Number: 114-570781

Maximum Dry Density

APPENDIX C

APPENDIX D

Project Photographs Lolo Bike Trail – Missoula County, MT

Geotechnical Drilling and RAP Pile, January 2014 Project No. 114-570781

PHOTOGRAPH 1 Looking north at drill rig at BH-1. PHOTOGRAPH 2 Looking north at drill rig at BH-2.

PHOTOGRAPH 3 Looking north at drill rig at BH-3. PHOTOGRAPH 4 Looking north at drill rig at BH-5.

PHOTOGRAPH 5 Making RAP sampling Pile. PHOTOGRAPH 6 Excavating RAP from Pile.

Project Photographs Lolo Bike Trail – Missoula County, MT Retaining Wall Locations, May 2014

Project No. 114-570781

PHOTOGRAPH 7 Looking north STA 2009. PHOTOGRAPH 8 Looking north STA 2021.

PHOTOGRAPH 9 Looking south at STA 3011. PHOTOGRAPH 10 Looking north STA 3036.

PHOTOGRAPH 11 Looking north STA 3050. PHOTOGRAPH 12 Looking north STA 3089.

Project Photographs Lolo Bike Trail – Missoula County, MT Retaining Wall Locations, May 2014

Project No. 114-570781

PHOTOGRAPH 13 Looking north STA 3141.

APPENDIX E

1

1

1

1

1

2

1

C.1

TYPICAL SECTION

1

2

1

2

1

2

1

2

C.2

TYPICAL SECTION

1

1

1

2

C.3

TYPICAL SECTION

1

2

APPENDIX F

Montana Public Works Standard Specifications,

Sixth Edition, April, 2010

(DJ&A, P.C. revisions included)

Section 02401

RETAINING WALLS

Page 1 of 2

SECTION 02401

RETAINING WALLS

PART 1: GENERAL

1.1 DESCRIPTION

A. Approximately 6,831 feet of retaining walls will be constructed. Tetra Tech has

conducted a geotechnical investigation (report dated June XXX, 2014) along the

retaining wall alignment, and the report includes; soil borings, laboratory testing,

and slope stability analyses at the proposed retaining wall locations. Prior to

bidding on the work for this project, the contractor is strongly advised to, 1)

perform a site walk of the entire retaining wall alignment, 2) thoroughly review

the project geotechnical report, and 3) thoroughly review the project

specifications. The retaining wall contractor will construct the retaining walls to

meet the requirements in the Section 02403 Gravity or MSE Retaining Walls or

Section 02402 Soil Nail Retaining Walls.

1.2 REFERENCES

A. Section 02403 Gravity or MSE Retaining Walls

B. Section 02402 Soil Nail Retaining Walls

PART 2: PRODUCTS

2.1 GENERAL

A. See Section 02403 Gravity or MSE Retaining Walls, and Section 02402 Soil Nail

Walls.

PART 3: EXECUTION

3.1 The retaining walls must be constructed at the precise locations shown on the plans.

3.2 Temporary slopes cut to allow construction of the retaining walls must be constructed per

OSHA requirements.

3.3 As outlined in the project special provisions, prior to constructing the walls, the

contractor must submit design details, and global stability analyses, to ensure adequate

factors for short and long-term stability of the wall systems, as well as for the slopes

above and below the proposed retaining walls.

3.4 The retaining walls and associated cuts must be constructed without removing or

affecting the stability of the existing guardrail, or the stability of Highway 93.




Section 02401

RETAINING WALLS

Page 2 of 2

3.5 The contractor may choose to utilize Highway 93 for staging purposes, provided that

traffic control is secured, and that a traffic control plan is submitted to MDT for approval

prior to commencing construction.

3.6 The retaining wall contractor must select equipment, and payloads of delivery and

material trucks, to ensure stability of the embankment slopes during construction. The

Project Manager may elect to limit the size of delivery trucks and loads delivered to the

site based on an evaluation by the Tetra Tech geotechnical engineer during construction.

3.7 The contractor may choose to construct the wall system of their choice at all locations,

provided the walls meet the requirements of the project special provisions, and contains

the facing requirements detailed in the special provisions.

PART 4: MEASUREMENT AND PAYMENT

4.1 Measurement and Payment for Retaining walls will be as outlined in Section 02402 and

Section 02403 as applicable.

END OF SECTION




Section 02402

SOIL NAIL RETAINING WALLS

Page 1 of 14

SECTION 02402


PART 1: GENERAL

1.1 DESCRIPTION

A. This work consists of furnishing all materials, labor, and equipment necessary to

design, construct, and test drilled and grouted soil nail retaining walls with

shotcrete facing in accordance with these specifications and the lines, grades, and

dimensions shown on the plans or otherwise established by the Project Manager.

Soil nails must be drilled and grouted. Soil nail construction techniques consisting

of driven soil nails or jet-grouted nails are not acceptable. Have a Professional

Engineer registered in the State of Montana oversee the soil nail retaining wall

design and sign and seal the design calculations and drawings

1.2 REFERENCES

A. Division I, Section 5, Retaining Walls and other appropriate articles of the 17th

Edition of the AASHTO Standard Specification for Highway Bridges (2002)

including current interim specifications.

B. FHWA publication No. FHWA-SA-96-069R, Manual for Design and

Construction Monitoring of Soil Nail Walls, revised Oct. 1998.

C. FWHA publication No. FHWA-IF-03-017, Geotechnical Engineering Circular

No. 7, 2003.

PART 2: PRODUCTS

2.1 GENERAL

A. All materials and products utilized in the construction of the soil nail walls shall

be in conformance with the references listed above, and as further detailed below.

2.2 SOIL NAILS

A. Nail Solid Bar. AAHSTO M31/ASTM A615, Grade 420 or 520, ASTM A 722

for Grade 1035. Deformed bar, continuous without splices or welds, new,

straight, undamaged, bare, or epoxy-coated, or encapsulated as shown on the

Plans. Threaded, a minimum of 6 inches on the wall anchorage end, to allow

proper attachment of bearing plate and nut. Threading may be continuous spiral

deformed ribbing provided by the bar deformations (continuous thread bards) or

may be cut into a reinforcing bar. If threads are cut into a reinforcing bar, provide

the next-larger bar number designation from that is shown on the Plans, at no

additional cost.




Section 02402


Page 2 of 14

B. Bar Coupler. Bar couplers shall develop the full ultimate tensile strength of the

bar as certified by the manufacturer.

C. Fusion Bonded Epoxy Coating. ASTM A 775. Minimum 0.016 inch thickness

electrostatically applied. Bend test requirements are waived. Coating at the wall

anchorage end of epoxy-coated bars may be omitted over the length provided for

threading the nut against the bearing plate.

D. Encapsulation. Minimum 0.04-inch thick, corrugated, HDPE tube conforming to

AASHTO M252 or corrugated PVC tube conforming to ASTM D1784, class

13464-B.

2.3 SOIL NAIL APPURTENANCES

A. Centralizer. Manufactured from Schedule 40 PVC pipe or tube, steel, or other

material not detrimental to the nail steel (wood shall not be used); securely

attached to the nail bar; sized to position the nail bar within 1 inch of the center of

the drillhole; sized to allow tremie pipe insertion to the bottom of the drillhole;

and sized to allow grout to freely flow up the drillhole.

B. Nail Grout. Neat cement or sand/cement mixture with a minimum 3-day

compressive strength of 1,500 psi and a minimum 28-day compressive strength of

3,000 psi, per AASHTO T106/ASTM C109.

C. Fine Aggregate. AASHTO M6/ASTM C33

D. Portland Cement. AASHTO M85/ASTM C150, Type I, II, III, or V.

E. Admixtures. AASHTO M194/ASTM C494. Admixtures that control bleed,

improve flowability, reduce water content, and retard set may be used in the grout

subject to review and acceptance by the Engineer. Accelerators are not permitted.

Expansive admixtures may only be used in grout used for filling sealed

encapsulations. Admixtures shall be compatible with the grout and mixed in

accordance with the manufacturer’s recommendations.

F. Film Protection. Polyethylene film per AASHTO M171.

2.4 BEARING PLATES, NUTS, AND WELDED STUD SHEAR CONNECTORS

A. Bearing Plates. AASHTO M183/ASTM A36.

B. Nuts. AASHTO M291, Grade B, hexagonal, fitted with beveled washer or

spherical seat to provide uniform bearing.

C. Shear Connectors. AASHTO Construction Specifications, Section 11.3.3.1.




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2.5 WELDED WIRE FABRIC

A. Conform to AASHTO M55/ASTM A185 or A497

2.6 REINFORCING STEEL.

A. Conform to AASHTO M31/ASTM A615, Grade 420, deformed.

2.7 GEOCOMPOSITE SHEET DRAIN

A. Manufactured with a drainage core and a drainage geotextile attached to or

encapsulating the core. Drainage core to be manufactured from long-chain

synthetic polymers composed of at least 85 percent by mass of polypropylenes,

polyester, polyamine, polyvinyl choloride, polyoleofin, or polystyrene and having

a minimum compressive strength of 40 psi when tested in accordance with ASTM

D 1621 Procedure A. The drainage core with the geotextile fully encapsulating

the core shall have a minimum flow rate of 1 lieter per second per meter of width

tested in accordance with ASTM D 4716. The test conditions shall be under an

applied load of 10 psi at a gradient of 1.0 after a 100-hour seating period.

2.8 UNDERDRAIN AND PERFORATED PIPE

A. Pipe. ASTM 1785 Schedule 40 PVC solid and perforated wall, cell classification

12454-B or 12354-C, wall thickness SDR 35, with solvent weld or elastomeric

joints.

B. Fittings. ASTM D3034, cell classification 12454-B or C, wall thickness SDR 35,

with solvent or elastomeric joints.

2.9 TEMPORARY SHOTCRETE.

A. Submit for approval, all materials, methods, and control procedures for this work.

PART 3: EXECUTION

3.1 CONTRACTOR EXPERIENCE

A. The wall Contractor must have successfully completed a minimum of three

permanent walls of similar complexity within the last four years, totaling a

minimum face area of 2000 square yards and 500 permanent soil nails. At the

Pre-Construction Conference, submit a package to the Project Manager with a

brief description of each project. The submittal must contain the approximate

face area, number of permanent nails and average length, facing type, owner’s

name, and owner’s current contact information.

3.2 WALL DESIGNER / ENGINEER EXPERIENCE




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A. The wall Designer/Engineer must have successfully designed and overseen a

minimum of three permanent walls of similar complexity within the last four

years. At the Pre-Construction Conference, submit a package to the Project

Manager with a brief description of each project. The submittal must contain the

approximate face area, number of permanent nails and average length, facing

type, owner’s name, and owner’s current phone number.

3.3 PRECONSTRUCTION CONFERENCE

A. The wall Contractor and the wall Designer/Engineer must attend, or send a duly

appointed representative, to the Pre-Construction Conference.

3.4 DESIGN

A. Meet the following requirements for the design of the soil nail wall(s).

Preliminary wall dimensions given on the plans are for estimating purposes only.

The contractor, through its chosen system, is responsible for producing a design,

which will establish:

a. Soil nail reinforcement type, locations, inclinations, lengths, and strengths.

b. Nail reinforcement connections to permanent facing.

c. Type and dimensions of permanent facing.

d. Grouting procedures and specifications.

e. Design pullout resistance.

f. Minimum boring size for nails.

g. Ultimate anchor capacity.

h. Corrosion protection (75 year design life).

i. Construction sequencing for nail installation and soil excavation.

3.5 AVAILABLE INFORMATION

A. Available information developed by the Owner or by the Owner’s duly authorized

representative includes the following items:

a. Roadway plans. The Roadway plans include the final plans, profile, and

cross-sections for the Contract, including the proposed soil nail wall

locations.

b. Geotechnical Report, prepared by Tetra Tech, dated June xxx, 2014. This

report contains logs of all soil borings performed along the length of the

proposed soil nail wall. It is the responsibility of the contractor to obtain

any additional soil information required to complete the wall design.

c. The design peak ground acceleration is: 0.10g

d. The final design wall batter is 1H:10V

e. Ensure that the soil nail wall design meets the following minimum internal

factors of safety:

Soil Nail Pullout Resistance ≥ 2.0




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Nail Bar Tensile Strength ≥ 1.8

f. Ensure that the facing strength of the wall design meets the following

minimum factors of safety:

Facing Flexure ≥ 1.5

Facing Punching Shear ≥ 1.5

g. MDT’s Project Geotechnical Consultant evaluated the proposed wall

layout and determined that adequate external factors of safety exist for

global stability and bearing capacity. Verify that the final nail wall design

meets the following minimum external factors of safety (FS):

Global Stability ≥ 1.5

Compound Stability ≥ 1.5

Sliding ≥ 1.5

Seismic Stability FS ≥ 75% of static FS

(all failure modes)

h. Design the wall with a maximum 5-foot vertical and horizontal spacing

between soil nails. The soil nails must be spaced horizontally to penetrate

between the vertical guardrail posts along Interstate 90.

i. All steel components in the wall design must meet FHWA Buy America

requirements.

Design a drainage system to drain water and prevent hydrostatic pressure

buildup behind the facing. Include details in the drainage system for a

permanent interception ditch to control surface runoff and direct runoff

away from the top of the wall as shown in the Plans. The permanent ditch

must be constructed of reinforced concrete, a minimum of 2 feet in width,

4 inches in thickness, and graded to drain horizontally away from the top

of the wall. The permanent ditch must have outlets spaced at a maximum

of 250 feet to drain surface runoff to the drainage system and away from

the wall area.

j. Aesthetic Treatment. Apply an Aesthetic Treatment to the wall facing

consisting of a permanent stain applied by the Contractor.

1. Obtain prior approval from the Project Manager for the aesthetic

treatment. The method(s) for demonstrating the quality and color

of the aesthetic treatment are the sole responsibility of the

Contractor. Do not begin the aesthetic treatment without written

approval from the Project Manager.

2. Stain the facing to approximate and blend with the color(s) of

adjacent cut sections.

3. Apply the permanent stain in accordance with the manufacturer’s

recommendations.

4. If the unstained color of the shotcrete facing generally matches the

color of the new adjacent cuts prior to staining, the Project

Manager may waive the staining requirement at their discretion.

k. The shotcrete mixture must contain provisions for fiber reinforcement to

increase the durability of the mix and resistance to crack propagation. If

steel fibers are used, the design must incorporate measures to prevent

rusting of the fibers and discoloration of the final wall face.




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3.6 SOIL NAIL WALL DESIGN REQUIREMENTS.

A. Ensure that the wall has an adequate factor of safety with respect to both the

internal stability of the reinforced soil mass (including nail pullout and nail bar

tensile strength), and the external stability (including global stability, bearing

capacity, and sliding) in the wall design. The design life of the structure is 75

years unless otherwise specified. Design the wall in accordance with Division I,

Section 5, Retaining Walls and other appropriate articles of the 17th

Edition of the

AASHTO Standard Specification for Highway Bridges (2002) including current

interim specifications. Design the wall using the Load Resistance Factor Design

(LRFD) approach in accordance with FHWA publication No. FHWA-SA-96-

069R, Manual for Design and Construction Monitoring of Soil Nail Walls,

revised Oct. 1998 and general guidance from the FWHA publication No. FHWA-

IF-03-017, Geotechnical Engineering Circular No. 7, 2003.

3.7 SOIL NAIL WALL DESIGN SUBMITTALS

A. At least 30 calendar days before the planned start of wall excavation, submit

complete design calculations and working drawings to DJ and A for review and

comment. Include all details, dimensions, quantities, ground profiles, and cross-

sections necessary to construct the wall. Verify the limits of the wall and ground

survey data before preparing drawings.

3.8 DESIGN CALCULATIONS

A. Design calculations must include, but not be limited to, the following items:

a. A written summary report that describes the overall soil nail wall design.

b. Applicable code requirements and design references.

c. Soil nail wall critical design cross-sections geometry including soil strata

and location, magnitude, and direction of design slope or external

surcharge loads and piezometric levels.

d. Design criteria including, soil/rock shear strengths (friction angle and

cohesion), unit weights, bond strength between the in situ soils and grout,

and any other assumptions for each soil strata.

e. Factors of safety used for internal stability checks, surcharges, soil unit

weights, reinforcing material properties, and wall panel unit materials.

Minimum required global factors of safety for stability and sliding for

both construction, and long-term conditions.

f. Design calculation sheets with:

Project Name

Wall Designer/Engineer’s project number

Wall location

Designation

Date of preparation

Initials of designer and checker

Page number at the top of each page.




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An index page with the design calculations.

g. Design notes including an explanation of any symbols and computer

programs used in the design.

h. Soil nail wall final design cross-sections geometry including soil/rock

strata and location, magnitude, and direction of slope or external surcharge

loads and piezometric levels with critical slip surface shown along with

minimum calculated global stability and sliding factors of safety for both

construction, and long term conditions.

i. Structural design calculations for the shotcrete wall facing, connections,

soil nails, and connections between the soil nails and the facing.

j. Grout mix compressive strength test results, from a qualified independent

testing laboratory, verifying that the proposed nail grout mix will achieve

the specified 3-day (72 hour) compressive strength.

k. Other design calculations.

3.9 WORKING DRAWINGS

A. Working drawings must include, but are not limited to, the following items:

a. A plan view of the wall(s) identifying:

b. A reference baseline and elevation datum.

c. The offset from the construction centerline or baseline to the face of the

wall at its base at all changes in horizontal alignment.

d. Beginning and end of wall stations.

e. Right-of-way and permanent or temporary construction easement limits,

location of all known active and abandoned existing utilities, adjacent

structures or other potential interferences, the centerline of any drainage

structure or drainage pipe behind, passing through, adjacent to, or passing

under the wall.

f. Limits of longest nails.

g. Location of subsurface exploration borings performed by Tetra Tech.

h. An elevation view of the wall(s) identifying:

a. The elevation at the top of the wall, at all horizontal and vertical break

points, and at least every 15 feet along the wall.

j. Elevations at the wall base.

k. Beginning and end of wall stations.

l. The distance along the face of the wall to all steps in the wall base.

m. Wall elevation view showing the location of wall drainage elements along

the wall length.

n. Existing and finish grade profiles both behind and in front of the wall.

o. Design parameters and applicable codes.

p. Specifications for soil nails and connection pins.

q. General notes for constructing the wall including construction sequencing,

wall excavation, foundation preparation, wall erection, grouting

procedures and other special construction requirements.

r. Horizontal and vertical curve data affecting the wall and wall control

points.




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s. Match lines or other details to relate wall stationing to centerline

stationing.

t. A listing of the summary of quantities on the elevation drawing of each

wall showing estimated square feet of wall face areas.

u. Soil nail wall typical sections including excavation elevations, nail

inclination, and wall face batter.

v. Details and dimensions for wall appurtenances such as barriers, coping,

drainage gutters, guardrail installations, sign posts, fences, etc.

w. Details for constructing walls around drainage facilities (if applicable).

x. Details for terminating walls and adjacent slope construction.

y. Details for performing verification and proof testing of the nails.

B. Have a Registered Professional Engineer sign and seal the drawings and

calculations. If the soil nail wall Contractor uses a Consultant designer

subcontractor or manufacturer’s representative to prepare the design, the soil nail

wall Contractor still retains overall contractual responsibility for both the design

and the construction.

C. Submit 3 sets of the wall drawings with the initial submission. One set will be

returned with any indicated corrections. DJ and A will review and provide

comments on the Contractor's submittals within 15 calendar days after receipt of a

complete submission. If revisions are necessary, make the necessary corrections

and resubmit 3 revised sets. When the drawings are approved, furnish 5 sets of

the drawings and a digital copy of the drawings in “PDF” format to the Project

Manager. The Contractor will not be allowed to begin wall construction or

incorporate materials into the work until the submittal requirements are satisfied

and found acceptable to the Owner. Changes or deviations from the approved

submittals must be re-submitted for approval. No adjustments in contract time

will be allowed due to incomplete submittals.

D. Revise the drawings when plan dimensions are revised due to field conditions or

for other reasons. Within 30 days after completion of the work, submit as-built

drawings to the Project Manager. Provide revised design calculations signed by a

Registered Professional Engineer for all design changes made during the

construction of the wall.

E. Provide 5 sets of the drawings and a digital copy of the drawings showing the

final as-built wall, design revisions, and revised calculations in “PDF” format to

the Project Manager.

3.10 MATERIALS AND CONSTRUCTON REQUIREMENTS

A. Construct the wall and perform verification and proof testing according to the

approved set of working drawings and in accordance with the wall designer’s and

wall manufacturer’s recommendations, the Special Provisions, and the appropriate

sections of the Specifications.




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3.11 NAIL TESTING CRITERIA

A. Test nails using the following criteria:

a. Perform both verification and proof testing of designated test nails.

b. Perform Verification Tests on sacrificial test nails at locations shown on

the Plans or directed by the Project Manager.

c. Proof test production nails at locations selected by the Project Manager.

The Project Manager will observe and verify the nail testing performed by

the Contractor.

d. Do not perform Verification or Proof testing until the nail grout has cured

for at least 72 hours.

e. Provide temporary unbonded lengths for each test nail. Isolate the test nail

bar from the shotcrete facing and/or the reaction frame used during testing.

Isolation of a test nail through the shotcrete facing must not affect the

location of the reinforcing steel under the bearing plate. Accepted proof

test nails may be incorporated as production nails provided the temporary

test unbonded length is fully grouted subsequent to testing. Submit the

proposed test nail isolation methods, methods for providing an unbonded

test length and methods for grouting the unbonded length subsequent to

testing to the Project Manager for review and approval in accordance with

the Submittals section. Where temporary casing of the unbonded length of

test nails is provided, install the casing in a manner that prevents any

reaction between the casing and the grouted bond length of the nail and/or

the stressing apparatus.

f. Include dial gauges, dial gauge support, jack and pressure gauge,

electronic load cell, and a reaction frame in the testing equipment. The

load cell is required only for the creep test portion of the verification test.

Provide a description of test setup and jack, pressure gauge and load cell

calibration curves in accordance with Submittals section.

g. Design the testing reaction frame to be sufficiently rigid and of adequate

dimensions so that excessive deformation of the testing equipment does

not occur. If the reaction frame will bear directly on the shotcrete facing,

design it to prevent cracking of the shotcrete. Independently support and

center the jack over the nail bar so that the bar does not carry the weight of

the testing equipment. Align the jack, bearing plates, and stressing

anchorage with the bar such that unloading and repositioning of the

equipment will not be required during the test.

h. Apply and measure the test load with a hydraulic jack and pressure gauge.

Provide a pressure gauge graduated in 100 psi (689 kPa) increments or

less. Provide a jack and pressure gauge with a pressure range not

exceeding twice the anticipated maximum test pressure. Jack ram travel

must be sufficient to allow the test to be done without resetting the

equipment. Monitor the nail load during Pre-Production Verification tests

with both the pressure gauge and the load cell. Use the load cell to

maintain a constant load hold during the creep test load hold increment of

the verification test.




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i. Measure the nail head movement with a dial gauge capable of measuring

to 0.01 inches (0.25 mm). Provide a dial gauge with sufficient travel to

allow the test to be done without having to reset the gauge. Visually align

the gauge to be parallel with the axis of the nail and support the gauge

independently from the jack, wall, or reaction frame. Use two dial gauges

when the test setup requires reaction against a soil cut face.

j. Perform verification testing of sacrificial nails a minimum of two working

days prior to installation of production nails to verify the Contractor's

installation methods and nail pullout resistance. Perform verification tests

at the locations and elevations shown on the Plans or as directed by the

Project Manager. Test a minimum of 2 times in each different soil/rock

unit and for each different proposed drilling/grouting method.

Verification test nails are considered sacrificial and cannot be incorporated

as production nails. Bare bars may be used for the sacrificial verification

test nails.

k. Develop and submit the details of the verification testing arrangement,

including the method of distributing test load pressures to the excavation

surface (reaction frame), test nail bar size, grouted drillhole diameter, and

reaction frame dimensioning to the Project Manager for approval in

accordance with Submittals section.

l. Construct verification test nails using the same equipment, installation

methods, nail inclination, and drillhole diameter as planned for the

production nails. Changes in the drilling or installation method may

require additional verification testing as determined by the Project

Manager and must be provided at no additional cost to the Department.

m. Provide test nails with both bonded and temporary unbonded lengths.

Grout only the bonded length of the test nail prior to testing. Provide a

temporary unbonded length of the test nail of at least 3 feet (1 meter).

Determine the bonded length of the test nail based on the production nail

bar grade and size such that the allowable bar structural load is not

exceeded during testing, but not less than 10 feet (3 meters). Ensure the

allowable bar structural load during testing is not greater than 90 percent

of the yield strength for the specified bar Grade.

n. Determine the Design Test Load (DTL) during verification testing by the

following equation:

DTL = Design Test Load (kips or kN) = LBV x Qd

Where:

LBV = As-built bonded test length (ft or m)

Qd = Allowable pullout resistance (kips/ft or kN/m, of

grouted nail length, specified in the approved

submittals)

And:

Maximum Test Load (MTL) = 2.0 x DTL (kips or kN)




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o. Incrementally load the verification test nails to a Maximum Test Load of

200% of the Design Test Load (DTL) in accordance with the following

Loading Schedule. Record the soil nail movements at each load

increment. Develop a form to record test nail location, inclination,

azimuth, bond length, test start-finish time, incremental loading dial

records and measurements of creep during the Creep Test.

VERIFICATION TEST LOADING SCHEDULE

LOAD HOLD TIME

AL (0.05 DTL maximum) 1 minute

0.25 DTL 10 minutes

0.50 DTL 10 minutes

0.75 DTL 10 minutes

1.00 DTL 10 minutes

1.25 DTL 10 minutes

1.50 DTL (Creep Test) 60 minutes

1.75 DTL 10 minutes

2.00 DTL (Maximum Test Load) 10 minutes

The Alignment Load (AL) should be the minimum load required to

align the testing apparatus and should not exceed 5% of the Design

Test Load (DTL). Set dial gauges to "zero" after the alignment

load has been applied. Monitor the verification test nails for the

creep test at the 1.50 DTL increment. Measure the nail movements

during the creep test and record at 1, 2, 3, 5, 6, 10, 20, 30, 50, and

60 minutes. Maintain the load during the creep test within 2% of

the intended load by use of the load cell.

p. Perform proof testing on 10% (1 in 10) of the production nails in each nail

row or minimum of 1 per row. The Project Manager will designate the

testing locations.

q. Provide proof test nails with both bonded and temporary unbonded

lengths. Prior to testing, grout only the bonded length of the test nail.

Provide a temporary unbonded length of the test nail of at least 3 feet (1

meter). Determine the bonded length of the test nail based on the

production nail bar grade and size such that the allowable bar structural

load is not exceeded during testing, but not less than 10 feet (3 meters).

Proof test nails shorter than 12 feet (4 meters) in length may be

constructed with less than the minimum 10 foot (3 meters) bond length

with the unbonded length limited to 3 feet (1 meter). Ensure the allowable

bar structural load during testing is not greater than 90% of the yield

strength for the specified bar Grade.

r. Determine the Design Test Load (DTL) during proof testing by the

following equation:

DTL = Design Test Load (kips or kN) = LBP x Qd

Where:

LBP = As-built bonded test length (feet or meters)




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Qd = Allowable pullout resistance (kips/ft or kN/m, of

grouted nail length, specified in the approved

submittals)

And:

Maximum Test Load (MTL) = 2.0 x DTL (kips or kN)

s. Perform proof tests by incrementally loading to a Maximum Test Load of

150% of the Design Test Load (DTL) in accordance with the following

Loading Schedule. Measure and record the nail movement at each load

with the Project Manager observing and verifying the data in the same

manner as the verification tests. Monitor the proof test load using a jack

pressure gauge with a sensitivity and range meeting the requirements of

pressure gauges used for verification test nails. At load increments other

than the Maximum Test Load, hold the load long enough to obtain a stable

reading.

PROOF TEST LOADING SCHEDULE

LOAD HOLD TIME

AL (0.05 DTL maximum) Until Stable

0.25 DTL Until Stable





1.50 DTL (Maximum Test Load) See Below

The Alignment Load (AL) should be the minimum load required to align

the testing apparatus and should not exceed 5% of the Design Test Load

(DTL). Set dial gauges to "zero" after the Alignment Load has been

applied. Maintain load increments within 5% of the intended load.

Depending on performance, perform either 10 minute or 60 minute creep

tests at the Maximum Test Load (1.50 DTL). Start the creep period as

soon as the Maximum Test Load is applied and measure and record the

nail movement at 1, 2, 3, 5, 6, and 10 minutes. Where the nail movement

between 1 minute and 10 minutes exceeds 0.04 inches (1mm), maintain

the Maximum Test Load an additional 50 minutes and record movements

at 20, 30, 50, and 60 minutes.

3.12 TEST NAIL ACCEPTANCE CRITERIA

A. Consider test nail acceptable when:

a. For verification tests, a total creep movement of less than 0.01 inches

(0.25 mm) per log cycle of time between the 6 and 60 minute readings is

measured during creep testing and the creep rate is linear or decreasing

throughout the creep test load hold period.

b. For proof tests, a total creep movement of less than 0.04 inches (1 mm) is

measured between the 1 and 10 minute readings or a total creep movement

of less than 0.08 inches (2 mm) is measured between the 6 and 60 minute




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readings and the creep rate is linear or decreasing throughout the creep test

load hold period.

c. For verification and proof tests, the total measured movement at the

maximum test load exceeds 80% of the theoretical elastic elongation of

the test nail unbonded length.

d. A pullout failure does not occur at the applicable Maximum Test Load for

the test being performed (i.e. verification vs. proof testing). Pullout failure

is defined as the load at which attempts to further increase the test load

simply result in continued pullout movement of the test nail. Record the

pullout failure load as part of the test data.

e. Incorporate successful proof tested nails meeting the above test acceptance

criteria as production nails, provided that:

f. The unbonded length of the test nail drillhole has not collapsed during

testing.

g. The minimum required drillhole diameter has been maintained.

h. The specified corrosion protection is provided.

i. The test nail length is equal to or greater than the scheduled Production

Nail length.

j. Complete the installation of test nails meeting these requirements by

satisfactorily grouting the unbonded test length. Maintaining the

temporary unbonded test length for subsequent grouting is the Contractor's

responsibility. If the unbonded test length of production proof test nails

cannot be satisfactorily grouted subsequent to testing, the proof test nail is

sacrificial and must be replaced with an additional production nail

installed at no additional cost to the Department.

3.13 Test Nail Rejection Criteria.

A. If a test nail does not satisfy the acceptance criterion, determine the cause.

B. For verification test nails, the Project Manager will evaluate the results of each

verification test. Installation methods which do not satisfy the nail testing

requirements will be rejected. The Contractor must propose alternative

installation methods and install replacement verification test nails. Install and test

replacement test nails at no additional cost to the Department.

C. For proof test nails, the Project Manager may require the Contractor to replace

some or all of the installed production nails between a failed proof test nail and

the adjacent passing proof test tail.

D. Alternatively, the Project Manager may require the installation and testing of

additional proof test nails to verify that adjacent previously installed production

nails have sufficient load carrying capacity. Contractor modifications may

include, but are not limited to: the installation of additional proof test nails;

increasing the drillhole diameter to provide increased capacity; modifying the

installation or grouting methods; reducing the production nail spacing from that

specified in the approved submittals; and installing more production nails at a

reduced capacity.




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E. Installation and testing of additional proof test nails or installation of additional or

modified nails as a result of proof test nail failure(s) will be at no additional cost

to the Department.

3.14 RECORDS

A. Submit records of each soil nail installation on a daily basis and submit a

summary form of all installations performed on a weekly basis to the project

manager.


4.1 MEASUREMENT

A. SOIL NAIL WALL

1. Soil Nail Retaining Walls will be measured by the finished area of wall

face per square foot. The finished area is calculated based on the height of

wall from the finished grade at the toe of the wall to the top of the wall as

measured in the field, installed, and accepted.

4.2 PAYMENT

A. The accepted quantities will be paid for at the contract unit price per unit of

measurement as reflected in the bid schedule. Payment will be full compensation

for all labor, equipment, materials, tests, investigations, and incidentals necessary

to acceptably design, construct, and test the soil nail retaining walls.

END OF SECTION




Section 02403

GRAVITY OR MSE RETAINING WALLS

Page 1 of 8

SECTION 02403


PART 1: GENERAL

1.1 DESCRIPTION

A. Description. Furnish all materials, labor, and equipment necessary to design and

construct Gravity or Mechanically Stabilized Earth (MSE) retaining wall(s) in

accordance with these specifications and the lines, grades, and dimensions shown

on the plans or otherwise established by the Engineer. Have a professional

engineer licensed in Montana oversee the retaining wall design and sign and seal

the design calculations and drawings.

B. Preliminary dimensions given on the plans are for estimating purposes only.

Produce a design for a Gravity or MSE wall system that will establish:

1. Bottom elevation of leveling pad and wall

2. Reinforcement type, locations and lengths if applicable

3. Type and dimensions of facing materials

4. Reinforcement connection to facing

5. Size of concrete and/or crushed aggregate leveling pad.

6. Quantity and specifications of backfill

7. A drainage system that will provide free drainage behind the soil mass.

8. A design that takes into account interferences such as guardrail posts, and

pipes behind, passing through, or under the wall.

1.2 REFERENCES

FHWA-NHI-10-024 Design and Construction of Mechanically Stabilized

Earth Walls and Reinforced Slopes

FHWA-SA-96-038 Earth Retaining Systems

FHWA-HRT-10-077 Composite Behavior of Geosynthetic Reinforced

Soil Mass

FHWA-NHI-09-087 Corrosion/Degradation of Soil Reinforcements for

Mechanically Stabilized Earth Walls and

Reinforced Slopes

FHWA-RD-89-186 Durability/Corrosion of Soil Reinforced Structures

AASHTO 2013 LRFD Specifications for Highway Bridges

PART 2: PRODUCTS

2.1 Use materials meeting the following requirements to construct Gravity or MSE walls.




Section 02403


Page 2 of 8

1. Concrete for Leveling Pads. Provide MDT Class DD or equivalent Concrete for

leveling pads. The bottom of the concrete leveling pad shall be provided with a

minimum soil cover of 42 inches for frost protection.

2. Backfill Material. Use material meeting the following requirements:

a. Gradation for backfill:

US Sieve Size Percent Passing

3 inch 100

1 inch 70 - 90

No. 4 20 – 40

No. 40 10 – 20

No. 200 0 – 8

Provide a minimum of 35% of the +No. 4 material with at least one

mechanically fractured face.

b. Electrochemical Properties. For MSE walls, use backfill meeting the

following electrochemical requirements:

For Steel Reinforcements:

Requirements Test Methods

Resistivity >3,000 ohm-cm AASHTO T-288

pH 5-10 AASHTO T-289

Chlorides <100 parts per million AASHTO T-291

Sulfates <200 parts per million AASHTO T-290

Organic Content <1% AASHTO T-267

For Geosynthetic Reinforcements:

Requirements Test Methods

Polyester (PET) 3<pH<9 AASHTO T-289

Polyolefin (PP &HDPE) pH>3 AASHTO T-289

If the resistivity of the sites soils is greater than or equal to 5000

ohm-cm, the chloride and sulfates requirements may be waived.

c. Soundness. Use materials that are substantially free of shale or other soft,

poor durability particles. Use material having a magnesium sulfate

soundness loss of less than 30 percent after four cycles, measured in

accordance with AASHTO T-104, or a sodium sulfate less of less than 15

percent after five cycles determined in accordance with AASHTO T-104.




Section 02403


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3. Reinforcement Material. Use reinforcement material that will not degrade over

the design life of the structure. When specifying the reinforcement material, use

the criteria given in the FHWA Publication Corrosion/Degradation of Soil

Reinforcements for Mechanically Stabilized Earth Walls and Reinforced Soil

Slopes, Publication No. FHWA-NHI-00-044.

4. Facing. Use modular block, welded wire grid, or precast concrete panel facing.

Use modular concrete blocks in conformance with ASTM C 1372, Standard

Specification for Segmental Retaining Wall Units. Use precast concrete panels

meeting the requirements set forth for precast members in AASHTO Section 5,

“Concrete Structures”.

PART 3: EXECUTION

3.1 AVAILABLE DESIGN INFORMATION

A. Available information developed by the owner or the owner’s representative

includes the following items:

1. Project Geotechnical Report By Tetra Tech, Inc. dated June XXX, 2014.

2. Boring Logs included in geotechnical report and the construction

drawings.

3. Contract Drawings including detailed drawings, plan and profile

drawings, and cross-section drawings for the proposed retaining wall

locations. These drawings will show right of way and construction limits,

and utilities.

B. All retaining walls shall be designed to tolerate a seismic event characterized with

a coefficient of acceleration of 0.18g.

C. Internal wall stability shall be the responsibility of the contractor including design

for slopes immediately above and below retaining walls. The following design

properties may be assumed for on-site materials for gravity wall, MSE wall, and

slope design:

Total Unit Weight: 130 pcf

Angle of Internal Friction: 36 degrees

Cohesion: 0 psf

3.2 RETAINING WALL DESIGN SUBMITTALS

At least 30 calendar days before the planned start of wall excavation, submit complete

design calculations and working drawings to DJ and A for review. Include all details, di-

mensions, quantities, ground profiles, and cross-sections necessary to construct the wall.

Verify the limits of the wall and ground survey data before preparing drawings.




Section 02403


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A. Design Calculations. Submit design calculations to include, but not be limited to,

the following items:

1. Applicable code requirements and design references.

2. Retaining wall critical design cross-section geometry including soil/rock

strata and location, magnitude, and direction of design slope or external

surcharge loads and piezometric levels along with the Capacity Demand

Ratios for, long-term conditions.

3. Design parameters including drained and undrained soil/rock shear

strengths (friction angle and cohesion), unit weights, and any other

assumptions for each soil/rock strata along with reinforcing material

properties, and facing materials.

4. Capacity Demand Ratios calculated from LRFD.

5. Design calculation sheets with the project number, wall location,

stationing, date of preparation, initials of designer and checker, and page

number at the top of each page. Provide an index page with the design

calculations.

6. Design notes including an explanation of any symbols and computer

programs used in the design.

7. Design calculations for wall facing units, connection pins, and reinforcing

material, and connections between the reinforcing material and the facing.

8. Other design calculations.

B. Working Drawings. Provide drawings designed, signed and sealed by a registered

Professional Engineer licensed in the State of Montana. Working drawings shall

include, but not be limited to, the following items:

1. A plan view of the wall(s) identifying:

a. A reference baseline and elevation datum.

b. The offset from the construction centerline or baseline to the face

of the wall at its base at all changes in horizontal alignment.

c. Beginning and end of wall stations.

d. Right-of-way and permanent or temporary construction easement

limits, location of all known active and abandoned existing

utilities, adjacent structures or other potential interferences within

the limits of the wall excavation. The centerline of any drainage

structure or drainage pipe behind, passing through, or passing

under the wall.

2. An elevation view of the wall(s) identifying:

a. The elevation at the top of the wall, at all horizontal and vertical

break points, and at least every 20 feet along the wall.

b. Elevations at the wall base.

c. Beginning and end of wall stations.

d. The distance along the face of the wall to all steps in the wall base.

e. Wall elevation view showing the location of wall drainage

elements along the wall length.

f. Existing and finish grade profiles both behind and in front of the

wall.




Section 02403


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3. Specifications for reinforcing material and connection pins.

4. General notes for constructing the wall including construction sequencing,

wall excavation, foundation preparation, wall erection, backfill placement

and any other special construction requirements.

5. Horizontal and vertical curve data affecting the wall and wall control

points. Match lines or other details to relate wall stationing to centerline

stationing.

6. A listing of the summary of quantities on the elevation drawing of each

wall showing estimated square meters of wall face areas.

7. Retaining wall typical sections including excavation elevations, and wall

face batter.

8. Details, dimensions, and schedules for all connection pins, facing, and

reinforcement materials.

9. Details and dimensions for wall appurtenances such as barriers, guardrails,

coping, drainage gutters, fences, signage, etc.

10. Details for constructing walls around utilities and drainage facilities (if

applicable).

11. Details for terminating walls and adjacent slope construction.

12. Clearly show all details and requirements to place guardrail posts.

Have a Professional Engineer licensed in Montana sign and seal the

drawings and calculations. If the retaining wall Contractor uses a

Consultant designer subcontractor or manufacturer’s representative to

prepare the design, the retaining wall Contractor still has overall contract

responsibility for both the design and the construction.

Submit 3 sets of the wall drawings to DJ and A with the initial submission. DJ

and A will review the Contractor's submittals within 20 calendar days after receipt

of a complete submission. If revisions are necessary, make the necessary

corrections and resubmit 3 revised sets. After the drawings have been reviewed

and found acceptable, furnish 5 sets of the drawings. Do not begin wall

construction or incorporate materials into the work until the submittal

requirements are satisfied and found acceptable to DJ and A. Changes or

deviations from the accepted submittals must be re-submitted and reviewed. No

adjustments in contract time will be allowed due to incomplete submittals.

Revise the drawings when plan dimensions are revised due to field conditions or

for other reasons. Within 30 days after completion of the work, submit as-built

drawings to the Engineer. Provide revised design calculations signed by a

Registered Professional Engineer for all design changes made during the

construction of the wall.

3.3 CONSTRUCTION

A. Construct the wall according to the approved set of working drawings, the special

provisions, and the appropriate sections of the Standard Specifications.




Section 02403


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1. Reinforced Backfill Source Approval. At least 30 calendar days before

beginning wall construction, submit a sample from the proposed borrow

source for backfill material.

2. Reinforcement Source Approval. Submit a manufacturer’s certificate of

compliance signed by an authorized manufacturer’s official stating that the

reinforcement material meets the requirements specified in the working

drawings. Submit a sample at least 5 feet in length by the full

reinforcement width for testing. After the sample and the required

information have been submitted to the Project Manager, allow 30

calendar days for evaluation. Remove and replace any material not

meeting the specified requirements at the Contractor’s expense.

3. Have a technical representative of the wall manufacturer on site during the

beginning of wall construction to ensure that the wall is installed properly.

4. Excavation. Complete the excavation in reasonably close conformity to

the limits shown on the approved design plans. The contractor is

responsible for temporary excavation support (as required).

5. Foundation Preparation. Prior to wall construction, compact the

foundation soils to a minimum of 95 percent of ASTM D698. The surface

should be smooth and level such that any shallow depressions or humps do

not exceed 6 inches in depth or height. Proofroll the subgrade and remove

and replace any unsuitable foundation soils with backfill material as per

Materials of these specifications. Do not use vibratory compaction

equipment unless approved by the Project Manager.

6. After placement of the leveling pad concrete, allow it to cure a minimum

of 12 hours before placing wall panels or modular block units.

7. Backfill Placement. Place backfill following each course of facing. Place

and compact backfill in such a manner to avoid any disturbance of the

wall materials or misalignment of the facing or reinforcing element.

Remove and replace any wall materials that become damaged during

construction at Contractor’s expense. Place, spread, and compact backfill

in such a manner that minimizes development of wrinkles in or movement

of reinforcement. Place backfill near the facing to assure that no voids

exist directly beneath the reinforcing elements. Place backfill in

maximum 8 inch loose lifts. Compact backfill to a minimum of 95 percent

of the maximum density determined by ASTM D698 within +/- 2 percent

of the optimum moisture content. Compact the backfill within 4 feet of

the wall face using a lightweight mechanical tamper or roller. Do not use

vibratory compaction equipment unless approved by the Project Manager..

At the end of each day’s operation, slope the level of the backfill away

from the wall facing to rapidly direct runoff away from the face. Do not

allow surface water from adjacent areas to enter the wall construction site.

8. Reinforcement Placement. At each reinforcement level, place and

compact the backfill to the level of the reinforcement. Place

reinforcement on a smooth horizontal surface. Pull the reinforcement

material tight before covering it with backfill. If using a geosynthetic

reinforcement, orientation of geosynthetic reinforcement is critical since

the strength of geosynthetic reinforcement varies with direction. Use soil




Section 02403


Page 7 of 8

piles, pins, or the manufacturer’s approved method to hold the

reinforcement material tight during backfill placement. Do not operate

equipment directly on the reinforcement material. Do not splice or

overlap geosynthetic reinforcement in the principal strength direction.

9. Modular Block Fill. Fill the voids in all modular blocks with aggregate

satisfying the following gradation:

US Sieve Size Percent Passing

1 inch 100

¾ inch 50-75

No. 4 0-60

No. 40 0-50

No. 200 0 - 5

10. Wall Batter. The completed wall has a vertical tolerance not exceeding

1/2 inch per 10 feet of wall height from the batter shown on the approved

set of working drawings.

11. Corrective Action. If any defects are found in the wall, begin repairing the

wall by a method approved by DJ and A. Within seven calendar days of

determining the need for wall repairs, submit four copies of calculations

and working drawings, stamped by a Professional Engineer licensed in

Montana, to the Project Manager for modifications to the wall caused by

the remedial action. Furnish all material and labor necessary to correct the

wall at no cost to the Department.

12. Contractor shall submit a construction plan to the Project Manager

approval prior to mobilization of materials or equipment. The

construction plan shall include schedules, excavation plans, excavation

safety, staging areas, surface water management plan.

13. Contractor shall submit an emergency response plan for Project Manager

approval prior to mobilization of materials. The plan shall include

provisions for traffic management in the event of construction excavation

slope failure.

14. Construction shall proceed in accordance with the approved construction

plan based on the type of walls selected.


4.1 MEASUREMENT

A. GRAVITY OR MSE WALL

1. Gravity or MSE retaining walls will be measured by the finished area of

wall face per square foot. The finished area is calculated based on the

height of wall from the finished grade at the toe of the wall to the top of

the wall as measured in the field, installed, and accepted.

4.2 PAYMENT




Section 02403


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measurement as reflected in the bid schedule. Payment will be full compensation

for all labor, equipment, materials, tests, investigations, and incidentals necessary

to acceptably design, construct, and test the retaining walls.

END OF SECTION




Section 02510

ASPHALT CONCRETE PAVEMENT

Page 1 of 21

SECTION 02510


PART 1: GENERAL

1.1 DESCRIPTION

A. This work is the production and placement of plant mix asphalt concrete

pavement.

B. Hot plant mix asphalt concrete is a mineral aggregate and asphalt material mixed

at a central hot plant meeting these specifications and placed in one or more

courses on a newly prepared or existing street roadway in accordance with the

contract documents.

1.2 REFERENCES

AASHTO T11 Amount of Material Finer than No. 200 (0.075 mm) Sieve

(ASTM D1140) in Aggregate

ASTM D5361 Standard Practice for Sampling Compacted Bituminous

Mixtures for Laboratory Testing

AASHTO T27 Sieve Analysis of Fine and Coarse Aggregate

(ASTM C136)

AASHTO T89 Determining Liquid Limit of Soils

(ASTM D4318)

AASHTO T90 Determining the Plastic Limit and Plasticity Index of Soils

(ASTM D4318)

AASHTO T283 Resistance of Compacted Asphalt Mixtures to Moisture-

(ASTM D4867) Induced Damage

AASHTO T176 Sand Equivalent Value of Soils and Fine Aggregate

(ASTM D2419)

AASHTO T245 Resistance to Plastic Flow of Bituminous Mixtures Using

(ASTM D6926, D6927) Marshall Apparatus

AASHTO T96 Resistance to Degradation of Small-Size Coarse Aggregate

(ASTM C131) by Abrasion and Impact in the Los Angeles Machine

ASTM D2041 Theoretical Maximum Specific Gravity and Density of

Bituminous Mixtures

ASTM C1097 Hydrated Lime for Use in Asphaltic Concrete Mixtures

ASTM D3666 Evaluating and Qualifying Agencies Testing and

Inspecting

ASTM D5821 Determining the Percentage of Fractured Particles in

Coarse Aggregate

ASTM C123 Lightweight Particles in Aggregate

ASTM D6307 Asphalt Content of Hot Mix Asphalt by Ignition Method

ASTMC142 Clay Lumps and Friable Particles in Aggregates

MS-2 Asphalt Institute - Mix Design Methods


Fifth Edition, March 2003


Section 02510


Page 2 of 21

PART 2: PRODUCTS

2.1 GENERAL

A. The specific type and grading of aggregate shall be consistent with those used on

other local, state, or federal projects with similar type construction as is outlined

for this project. Submit proposed aggregate gradation to the Engineer for

approval. Aggregate types and grades are described in this specification.

B. The furnishing of asphalt materials for use in asphaltic concrete mixes shall meet

the requirements for the particular grade specified in the contract documents. The

types and grades are described in this specification.

C. Prepare pavement course to conform to the lines, grades, thickness and typical

cross sections shown in project documents and plans, and shall be rolled, finished,

and approved by the Engineer before the placement of the next course.

2.2 PLANT MIX AGGREGATES

A. Furnish aggregates from acceptable sources approved by the Engineer. Up to 20

percent by weight Recycled Asphalt Pavement (RAP) may be substituted for

Plant Mix Aggregate, provided the RAP meets the gradation requirements

below, and the RAP mix meets the mix design requirements listed below.

B. Furnish test data as outlined in this section on each source to be used for

acceptance by the Engineer.

C. Designation of the sources of supply and the acceptability of the material there

from, does not extend to the grading of the material as it may naturally come from

the pit or crusher. Adjust the crusher and screens to remove certain portions of

the material as may be necessary to furnish gravel that will comply with the

specifications in the contract. No additional compensation will be allowed for

such adjustment of the equipment or the rejection of waste. It is understood that

the Engineer may order procurement of material from any portion of any area

designated as a pit site and may reject portions of the deposit as unacceptable.

D. Aggregate materials shall not contain more than 1.5% by weight of clay lumps,

shale, or coal, nor lightweight particles shall exceed 3.5% by weight. No

combination of clay, shale, coal, or lightweight particles shall exceed 3.5% by

weight. Do not use Scoria (fired clay). Aggregate materials shall conform to the

grading stipulated in the contract documents. Use reasonable care in the selection

of material in a pit so that uniform product will be produced at all times. No

compensation will be allowed for such stripping of the pit as may be required in

order that satisfactory material may be secured.




Section 02510


Page 3 of 21

E. Aggregate used shall consist of gravel, crushed to the specified size, crushed

stone, composed of hard durable pebbles or stone fragments, reclaimed asphalt

pavement, and finely crushed stone filler, sand or natural clean material, or other

fine mineral material. The portion of the material retained on the No. 4 sieve

(4.74 mm) will be called coarse aggregate and that passing the No. 4 sieve (4.74

mm) and retained on the #200 sieve (0.075) will be called fine aggregate. The

material passing the #200 (0.075 mm) will be called mineral filler. The reclaimed

asphalt pavement shall be removed from its original location and reduced by

suitable means to such particle size as may be required for use in hot plant mix

asphalt concrete.

F. For all gradings of fine aggregate, including any blended fine aggregate and

mineral filler, passing a No. 40 sieve (0.425 mm), shall have a liquid limit not

exceeding 25 and a plasticity index of not more than 6.

G. Produce coarse aggregate retained on the No. 4 sieve (4.74 mm) having a

minimum of 50% by weight of particles with at least one mechanically fractured

face. The coarse aggregate shall not exceed 40% wear at 500 revolutions.

H. Preliminary acceptance of aggregates proposed for use may be made at the point of

production. Final acceptance will be made only after tests of the aggregates are

complete and in place.

I. Surface Course Asphalt Plant Mix Aggregate:

TABLE 1

REQUIREMENTS FOR GRADING OF SURFACE COURSE AGGREGATE

Percentage by Weight Passing

Job Mix Target Bands

Sieve Size Type A

Job Mix

Tolerance

1" (25.0 mm) 100 ± 7

3/4" (19.0 mm) 91-93 ± 7

1/2" (12.5 mm) 76-89 ± 7

3/8" (9.5 mm) 61-79 ± 7

No. 4 (4.75mm) 41-54 ± 6

No. 10 (2.00 mm) 31-39 ± 6

No. 40 (0.425mm) 16-27 ± 5

No. 200 (0.075 mm) 4-7 ± 2

1. The above gradation bands represent the job mix target limits, which

determine the suitability of aggregate for use. The final job mix target

gradation must be within the specified bands and uniformly graded from




Section 02510


Page 4 of 21

coarse to fine and not vary from the low limits on one screen to the high

limits on the adjacent screen, or vice versa. The final job mix gradation

limits are established by applying the job mix tolerances to the job mix

targets.

2. The job mix formula establishes target values. During production of the

mix, the target gradation shall lie within the job mix grading limits

specified in Table 1. For example, “Type A, No. 200” band is “4-7”. ZA

job mix target of 5 has been selected for the final mix. The job mix

gradation limits is 5, plus and minus 2. Therefore, the job mix gradation

limits for production is 3-7.

2.3 ASPHALT BINDER MATERIAL

A. Furnish Asphalt binder material to be used as specified in the contract documents

that meet the type and grade specified requirements in this section and Table 3.

1. Grade:

a. (PGAB) PG 58-28

B. The percentage of asphalt by weight, to be added to the aggregate will be,

generally, between 4 and 8 percent of the weight of the total mix. The mix design

will establish the exact percentage of asphalt in the mix, based upon preliminary

laboratory tests, sieve analysis and grading and character of the aggregate

furnished within the specification limits. No claim is allowed for the payment for

rejecting any batch or load of mixture containing an excess or deficient amount of

asphalt binder varying more than 0.4 of a percent from the fixed mix design

percentage.

C. Obtain Engineer approval of the asphalt material source before shipments are

made to any project. The source of supply cannot change after work is started

unless approved in writing by the Engineer. The Engineer is not liable for the

quantity shipped.

D. Samples of asphalt binder material may be taken, as directed by the Engineer, and

placed in uncontaminated one-quart containers. When sampled, these shall be

taken from the tanker car or truck at the point of delivery on the project and

submitted to the Engineer.

E. All transport vehicles must be equipped with a spigot or gate valve installed in

either: (1) the unloading line, (2) in the tanker at the centerline on the tank, (3) in

the pressure line from the unloading pump, or other locations approved by the

Engineer. Assure the spigot or gate valve has a diameter of between 3/8 inch (1

cm) and 3/4 inch (2.5 cm). The spigot valve must be located to prevent

contamination from plant dust or other contaminants.




Section 02510


Page 5 of 21

F. The supplier furnishing the asphalt binder material shall inspect each tanker car or

truck before it is loaded and ship only in clean, uncontaminated, fully insulated

cars or trucks, sealed after loading by the supplier.

G. The material supplier shall issue, in duplicate, a certificate showing full

compliance with the specifications for the designated grade of material, together

with the following information. Project number, date of shipment, source of the

material, car or truck initial and number, destination, gross quantity loaded,

loading temperature, and net quantity in gallons at 60F (15.5 C) or tons,

whichever unit of measurement is stipulated. Assure the certificate of compliance

accompanies the shipment and is furnished to the Engineer. The certificate,

signed by the supplier representative, must also certify that the conveyance vessel

was inspected and found to be free of contaminating material.

H. The certificate of compliance is the basis for tentative acceptance and use of the

material. Samples taken according to applicable sampling methods and retained

by the Engineer may be tested at the Engineer’s discretion. Failure of the asphalt

material to meet these specifications may result in rejection of the entire,

associated work. If rejected, remove and replace rejected work.

I. Apply asphalt material at temperatures that assure uniform mixing or spreading.

Application temperature ranges for each grade of material should be accompanied

with the mix design. Application temperature for mixing applications will be in

accordance with the mix design.

J. Upon request by the Engineer, furnish the Engineer and/or laboratory (responsible

for completing the mix design) with data or a report showing the temperature-

viscosity relationship of each asphalt binder used on the project. Assure this data

covers the range of temperatures used for mixing and compaction. In addition,

the Engineer may request a complete set of test results from Table 3 for each

grade used on the project.




Section 02510


Page 6 of 21

TABLE 3

PERFORMANCE GRADED ASPHALT BINDER (PGAB)

Performance Grade PG 58 PG 64 Test Methods

-22 -28 -22 -28

Average 7-day Maximum Pavement

Design Temperature, C <58 <64

Minimum Pavement Design

Temperature, C

>-22 >-28 >-22 >-28

Original Binder

Flash Point Temp.: Minimum C 230 AASHTO

T48

Viscosity: Maximum, 3 Pa s (3000

cP), Test Temp, C

135 ASTM

D4402

Dynamic Shear: G* / sin delta,

Minimum, 1.00 kPa Test Temp @ 10

rad / s, C

58 64 AASHTO

TP5

Rolling Thin Film Oven (AASHTO T240) or Thin Film Oven (T179) Residue

Mass Loss, Maximum, % 1.0 AASHTO

T240


Minimum, 2.20 kPa Test Temp @ 10

rad / s, C

58 64 AASHTO

TP5

Pressure Aging Vessel Residue (AASHTO PP1)

PAV Aging Temp, C

100 100 AASHTO

PP1


Minimum, 5000 kPa Test Temp @

10 rad / s, C

22 19 25 22 AASHTO

TP5

Creep Stiffness a: S, Minimum, 300

MPa m-value, Minimum, 0.300 Test

Temp, @ 60 sec, C

-12 -18 -12 -18 AASHTO

TP1

Direct Tension a: Failure Strain,

Minimum, 1.0%, Test Temp @ 1.0

mm/min. C

-12 -18 -12 -18 AASHTO

TP3

a. If creep stiffness is below 300 MPa, the direct tension test is not required. If the creep

stiffness is between 300 and 600 MPa, the direct tension failure strain requirement can be

used in lieu of the creep stiffness requirement. The m-value requirement must be

satisfied in both cases.




Section 02510


Page 7 of 21

2.4 COMPOSITION OF MIXES:

A. General

1. Submit to the engineer for approval a mix design for each mix required on

the project. Assure the job-mix formula is within the gradation limits in

Part 2 Products in this Section.

2. Have the job-mix formula prepared by an independent testing laboratory

approved by the Engineer. The requirements of ASTM D-3666 are the

guidelines for testing laboratory approval. The cost of the job-mix

formula(s) is at Contractor expense.

3. Keep the job mix formula current and contain the following minimum

information:

a. Gradation of all constituent aggregates.

b. Specific gravity of constituent aggregates and asphalt cement.

c. Source of supply of all materials and grade of asphalt cement.

d. Marshall design curves for stability, unit weight, flow and

volumetric requirements (VMA and total voids) at asphalt contents

below and above optimum (four points minimum).

e. Measured voidless (Rice’s) specific gravity used in voids

computations.

f. Composite aggregate grading.

g. Recommended asphalt cement content.

h. Marshall compactive effort (50 blows).

i. Date of mix design (job mix formula).

j. Index of retained strength.

4. In addition to the job mix formula, all asphalt concrete surfacing mix

submittals will have laboratory tests indicating that the Tensile Strength

Ratio (TSR) as determined by AASHTO T-283, is at least 70%. Test shall

be performed at 7.0 +/- 1% air voids and shall include the freeze cycle.

B. Asphalt Concrete Surface Course

1. The maximum permissible variation from the job-mix formula within the

specification limits is as follows:

a. Aggregate Gradation……………….. Within Job Mix Tolerances

b. Asphalt …………………………………………± 0.4 percent*

c. Temperature of Mix ……………………………± 20° F




Section 02510


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* This tolerance will be permitted only if the job mix parameter

curves indicate that the corresponding Marshall design limits are

not exceeded.

2. Produce Hot Plant Mix Asphalt Concrete Base Courses having the

following characteristics as measured by AASHTO T245, ASTM D6726

& D6927 “Resistance to Plastic Flow of Bituminous Mixtures by means of

the Marshall Apparatus”:

a. Number of compaction blows, each end of specimen ..........................50

b. Stability, minimum ..........................................................................1200

c. Flow................................................................................................ 8 - 18

d. Air voids, percent ............................................................................. 3 - 5

e. Percent voids in mineral aggregate (minimum) .................... See Table 4

TABLE 4

REQUIRED VOIDS IN MINERAL AGGREGATE (VMA)

Nominal particle size (table 2) Voids in Mineral Aggregate, Min.

3/8 - inch (9.5 mm)

½ - inch (12.5 mm)

3/4 - inch (19.0 mm)

1 - inch (25.0 mm)

1 ½ - inch (37.5 mm)

14

13

12

11

10 Nominal maximum particle size is one size larger than the first sieve to retain more than 10

percent.




Section 02510


Page 9 of 21

PART 3: EXECUTION

3.1 CRUSHING:

A. Crushing Equipment

1. Fit crushing plant-screening equipment, when required, with blowers or

other devices capable of removing excess and undesirable fines.

B. Screening Plants

1. Screening plants consist of a revolving trommel screen, shaker screen,

vibrating screen, or other devices capable of removing oversize material,

excess and undesirable fines.

C. Scales

1. Furnish scales, when required, satisfactory to the Engineer. Test and

certify scales prior to their use on the project and as often thereafter as the

Engineer may consider necessary to insure their accuracy. Have on hand

not less than ten, 50-pound weights for testing scales.

2. House the recording devices of the scales in a suitable manner. Place the

scales in a location suitable to facilitate accurate weighing of loads. The

scales shall be accurate to one-half of one percent at any weight. Alternate

methods or devices for weighing may be acceptable, provided that these

methods or devices produce the same degree of accuracy as required of

platform scales.

3.2 MATERIAL HANDLING:

A. All work involved in clearing and stripping pits and quarries, including handling

unsuitable material encountered, are performed with no additional compensation

being allowed for this work. The pits as utilized shall immediately be opened so

as to expose the vertical faces of the various strata of acceptable material and,

unless otherwise directed, the material shall be secured in successive vertical cuts

extending through all the exposed strata.

B. Provide, unless otherwise specified, material containing as large a proportion as

possible of crushed aggregate. Combine the crushed material with the screened

material to obtain a uniform product.

C. No material will be accepted which is loaded into hauling units in a segregated

condition or which does not meet the required grading. In case the material

deposit contains sand or other material in excess of the specification gradation

requirements, or of an unacceptable quality, such excess or undesirable material




Section 02510


Page 10 of 21

shall be removed and disposed of prior to crushing, or during screening

operations, if crushing is not required.

D. Provide a storage bin of ample capacity to insure uniform quality and delivery of

material. Loading of trucks directly from the conveyor belt, from the crusher or

screening plant will not be permitted.

3.3 STOCKPILES:

A. Grub and clean sites for aggregate stockpiles prior to storing aggregates. Assure

the site is firm, smooth and well drained. Maintain a bed of aggregate suitable to

avoid the inclusion of soil or foreign material.

B. Build up coarse aggregate stockpiles in tiers of not more than 4 feet (1.2 m) in

thickness. Assure each tier is completely in place before the next tier is placed.

Do not allow material to “cone” down over the next lower tier.

C. Dumping, casting or pushing over the sides of stockpiles will be prohibited,

except in the case of the fine aggregate stockpiles.

D. Space stockpiles of different gradations of aggregate far enough apart, or

separated by suitable walls or partitions, to prevent the mixing of the aggregates.

E. Any methods of stockpiling aggregate, which allows the stockpile to become

contaminated with foreign matter or causes excessive degradation of the

aggregate, will not be permitted. Excessive degradation will be determined by

sieve tests of samples taken from any portion of the stockpile over which

equipment has operated and failure of such samples to meet all grading

requirements for the aggregate discontinuance of such stockpiling procedures.

F. Transfer the aggregate from the stockpiles in such a manner that uniform grading

of the material is preserved.

3.4 CONVEYOR STOCKPILING:

A. Materials stockpiled by conveyors shall be deposited in a succession of merging-

cone piles. Do not drop material over 12 feet (3.66m) nor allow cones to exceed

12 feet (3.66m) in height. Cones should be leveled to a thickness of

approximately 4 feet (1.2m) prior to starting another tier.

3.5 TRUCK STOCKPILING:

A. Materials stockpiled by trucks shall construct the stockpile in tiers approximately

4 feet (1.2m) in thickness. Compete each tier before the next tier is started.




Section 02510


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3.6 ASPHALT MIXING PLANTS

A. Use mixing plants of either the weight batching type, the continuous flow mixing

type, or drum dryer type. Use drum dryer mixers specifically designed and

constructed for producing hot mix.

B. Equip all plants with approved conveyors, power units, aggregate handling

equipment, aggregate screens and bins that are coordinated and operated to

produce a uniform mixture within the specified job mix tolerances.

C. Use batch-type plants having a minimum batch production capacity of 2,000

pounds (900 kg). Use continuous flow or drum dryer plants having a minimum

production capacity of 60 tons per hour (27 kg per hour). These capacity

requirements may be modified if specified in the Contract Documents.

D. Stop production and remove from the project mixing plants that fail to

continuously produce a mixture meeting requirements as specified.

3.7 INSPECTION AND CONTROL OF ASPHALT MIXING PLANT:

A. For verification of weights and measures, character of materials and

determination of temperatures used in the preparation of the paving mixes, the

Engineer or his authorized representatives will, at all times, have access to all

portions of the mixing plant, aggregate plant, storage yards and other facilities for

producing and processing the materials for the work. All sampling and testing of

processed and unprocessed material is performed in accordance with the

provisions of the Contract Documents.

3.8 MIX DESIGN:

A. The Contractor’s independent testing agency shall provide the engineer with a

gradation analysis of the completed mix to assure that the materials being

produced and used are within the tolerances of the mix design and the

specifications of the mix being used.

3.9 SAMPLING AND TESTING FOR ACCEPTANCE:

A. Sampling and testing of aggregates or other constituent materials will be

performed by the independent testing agency at a frequency determined by the

owner or the owner’s representative. Marshall field control is performed under

AASHTO T245, ASTM D6926 & D6927. Field density testing is by core

testing for acceptance purposes. Densities to conform to Section 2510, 3.28.

Gradations to be within the job mix gradation limits. Oil content to be within 0.4

percent of the Marshall Mix Design.

B. Samples will be used to verify compliance with the requirements set forth in this

Section. If there is a dispute, a third party testing firm may be retained by the




Section 02510


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Contractor for additional testing.

3.10 WEATHER LIMITATIONS:

A. When the moisture in the stockpiled aggregate or the dryer adversely effects the

quality of mix production, normal plant operations, or when pools of water are

observed on the base, mixing and placing of hot-mix asphalt is prohibited.

B. Do not place asphalt hot-mix surface course mixture when the air temperature is

less than 40F (4C) and rising. Do not place asphalt hot-mix base course

mixtures of compacted lifts 4 inches (10 cm) or more when the air temperature is

less than 30F (-1C) and rising. Do not place asphalt upon a surface which is

frozen or that has a temperature of less than 32F (0C). Do not place paving

during rainfall or in standing water.

3.11 SURFACE PREPARATION:

A. Assure the area to be paved is true to line and grade and has a dry and properly

prepared surface before starting paving operations. Assure the surface is free

from all loose screenings and other loose or foreign material.

3.12 NEW WORK:

A. For new work, meet the surface preparation requirements in Sections 02230,

02234 or 02235 of these specifications. Prime stabilized layer if indicated as a

bid item in the Contract Documents.

3.14 PATCHING:

A. Weather Limitations

1. Follow procedures set out in Section 3.10.

B. Surface Preparations

1. Assure the area to be paved is true to line and grade, is dry and properly

prepared surface before starting paving operations. Clean the surface of

all loose screenings and other loose or foreign material.

2. Before paving, proof roll the base. Areas that yield excessively or crack

under such wheel loads will be excavated and replaced, to correct yielding

and cracking problems. This does not replace the base or subgrade

compaction requirements. Cut the edge of existing pavements against

which additional pavement is to be placed straight and vertical.

3. Minimum standards for patching new or existing pavement include the




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following:

a. Neatly cut all asphalt edges using an asphalt saw.

b. Cut asphalt edges to form as regular a patch shape as practical and

should, in general, approximate a rectangle.

c. Cut asphalt edges at least 30 cm (12 inches) wider than the trench

width on each side of trench excavations; and, in general, be cut

parallel to the street centerline for mainline construction and

perpendicular to the street centerline for service lateral

construction.

4. Remove and replace asphalt surface widths of less than 3 feet (90 cm).

C. Compaction

A. Compact to a density equal to or greater than 92 percent of Maximum

Theoretical Density (RICE) as determined by ASTM D2041. Due to the location of the trail

on the existing fill embankment, vibratory rolling methods to compact the pavement

layer are not allowed, unless otherwise specified by the Engineer. If the contractor

is experiencing difficulty achieving compaction utilizing non-vibratory methods, the

Engineer will contact Tetra Tech to discuss alternative compaction methods. 1.

3.15 TRANSPORTATION OF MIX:

A. Transport the mix in vehicles cleaned of all foreign material which may affect the

mix. The truck beds must be painted, or sprayed with a lime-water, soap or

detergent solution at least once a day or as often as required. After this operation,

elevate the truck bed and thoroughly drain it, with no excess solution being

permitted. Dispatch the vehicles so that all material delivered is placed in

daylight, unless the Engineer approves artificial light. Deliver material to the

paver at a uniform rate and in amount well within the capacity of the paving and

compacting equipment.

3.16 SPREADING AND FINISHING:

A. Spread and finish meeting the following requirements

1. The maximum compacted lift thickness is 2 inches.

3.17 MECHANICAL PAVERS:

A. Spread and strike off the base and surface courses with a mechanical paving

machine. Operate the paving machine so that material does not accumulate and

remain along the sides of the receiving hopper.




Section 02510


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B. Do not use equipment, which leaves tracks or indented areas, which cannot be

corrected in normal operation, produces flushing or other permanent blemishes, or

fails to produce a satisfactory surface.

C. Construct longitudinal joints and edges to true line markings. Establish lines for

the paver to follow in placing individual lanes parallel to the centerline of the

proposed roadway. Position and operate the paver to follow closely the

established lines.

D. When using pavers in echelon, assure the first paver follows the marks or lines

with the second paver following the edge of the material placed by the first paver.

To assure a hot joint and obtain proper compaction, assure the pavers work as

close together as possible, not exceeding 100 feet (30 m) apart. In backing trucks

against the paver, take care not to jar the paver out of its proper alignment.

E. As soon as the first load of material has been spread, check the texture of the

unrolled surface to determine its uniformity. Segregation of materials is not

permitted. If segregation occurs, suspend spreading operation until the cause is

determined and corrected.

F. Offset transverse joints in succeeding courses at least 2 feet (0.6 m). Offset

longitudinal joints at least 6 inches (15 cm).

G. Correct all irregularities in alignment left by the paver by trimming directly

behind the machine. Immediately after trimming, thoroughly compact the edges

of the course by tamping. Avoid distorting the pavement during this operation.

H. Assure edges against which additional pavement is to be placed is straight and

approximately vertical. Use a lute or covered rake immediately behind the paver,

when required, to obtain a true line and vertical edge. Correct all irregularities in

the surface of the pavement course directly behind the paver. Remove excess

material forming high spots by a shovel or lute. Fill low areas with hot mix and

smooth it with the back of a shovel being pulled over the surface. Fanning of

material over such areas is not permitted.

3.18 HAND SPREADING:

A. In small areas where the use of mechanical finishing equipment is not practical,

the mix may be spread and finished by hand, if so directed by the Engineer. Wood

or steel forms, approved by the Engineer, rigidly supported to assure correct grade

and cross section, may be used. In such instances, measuring blocks and

intermediate strips must be used to obtain the required cross-section. Perform

hand placing carefully. Uniformly distribute the material to avoid segregation of

the coarse and fine aggregate. Broadcasting of material is not permitted. During




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the spreading operation, loosen and uniformly distribute all material using lutes or

covered rakes. Reject material that has formed into lumps and does not break

down readily. Following placing and before rolling, check the surface with

templates and straightedges and correct all irregularities.

B. Maintain on the project heating equipment for keeping hand tools free from

asphalt. Exercise caution to prevent heating that may burn the material. Assure

the temperature of the tools when used is not greater than the temperature of the

mix being placed. Use heat only to clean hand tools; petroleum oils or solvents

are not permitted.

3.19 COMPACTION:

A. Due to the location of the trail on the existing fill embankment, vibratory

rolling methods to compact the pavement layer are not allowed unless

otherwise specified by the Engineer. If the contractor is experiencing

difficulty achieving compaction utilizing non-vibratory methods, the

Engineer will contact Tetra Tech to discuss alternative compaction methods.

B. Furnish the number of Non-Vibratory rollers necessary to provide the specified

pavement density. During rolling, keep the roller wheels moist to avoid picking

up the material.

C. After the longitudinal joints and edges have been compacted, start rolling

longitudinally at the sides and progress toward the center of the pavement.

Operate the rollers at a slow, uniform speed with the drive roll or wheel nearest

the paver. Do not exceed 3 miles per hour (4.8 km per hour).

D. Do not quickly change the line of rolling reversing direction suddenly. If rolling

displaces the material, re-work the area using lutes or shovels and restore it the

original grade of the loose material before re-rolling. Do not permit heavy

equipment or rollers to stand on the finished surface before it has been compacted

and has thoroughly cooled.

E. When paving in single width, roll the first lane placed as follows:

1. Transverse joints

2. Outside edge

3. Initial or breakdown rolling, beginning on the low side and progressing

toward the high side.

4. Second rolling, same procedures as 3

5. Finish rolling

F. When paving in echelon, or abutting a previously placed lane, perform the

longitudinal joint rolling the same as transverse joint rolling.

G. When paving in echelon, leave 2 or 3 inches (5 to 7.5 cm) of the edge unrolled,




Section 02510


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which the second paver can match unrolled. Then the joint between the lanes can

be rolled together. Do not leave edges exposed more than 15 minutes without

being rolled.

H. In laying a surface mix adjacent to any finished area, place it high enough so that,

when compacted, the finished surface is true and uniform.

I. On slight grades, check gutters with a straightedge and test with running water to

assure drainage to the planned outlet.

J. The average density shall be equal to or greater than 93 percent of the maximum

density as determined by ASTM D2041 and no individual sample shall be less

than 92 percent of maximum density.

3.21 TRANSVERSE JOINTS:

A. Construct and compact transverse joints to provide a smooth riding surface. Joints

will be straight edged and string lined to assure smoothness and true alignment.

B. Joint formed with bulkheads to provide a straight line and vertical face will be

checked with a straightedge before fresh material is placed against it to complete

the joint. If bulkheads are not used to form the joint and the roller is permitted to

roll over the edge of the new material, locate the joint line in back of the rounded

edge the distance required to provide a true surface and cross-section. If a joint

has been distorted by traffic or by other causes, trim it to line. Paint the joint face

with a thin coating of asphalt before the fresh material is placed against it.

C. Place the material against the joints vertical face with the paving machine

positioned so that the material overlaps the edge of the joint 1 to 2 inches (2.5 to 5

cm). Maintain a uniform depth of the overlapped material. Remove and dispose

of the coarse aggregate in the overlapped material that dislodged during raking.

D. Position rollers on the previously compacted material transversely so that no more

than 6 inches (15 cm) of the rolling wheel rides on the edge of the joint. Operate

the roller to pinch and press the mix into place at the transverse joint. Continue

rolling along this line, shifting position gradually across the joint, in 6 to 8-inch

(15 to 20 cm) increments, until the joint has been rolled by entire width of the

roller wheel.

E. Keep the number of transverse joints to a minimum. When paving single width

and maintaining traffic, pave one lane no farther than one block. Complete all

lanes to the same station at the end of each paving day. When paving in echelon,

bring the lanes up even as is practical.

3.22 LONGITUDINAL JOINTS:

A. Roll longitudinal joints directly behind the paving operation. Assure the first lane




Section 02510


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placed is true to line and grade and has a vertical face. Place the material in the

lane being paved up firmly against the face of the previously placed lane. Position

the paver during spreading to assure the material overlaps the edge of the lane

previously placed by 1 inch to 2 inches (25 to 50 mm). Uniformly maintain the

width and depth of the overlapped material at all times. Keep the paver aligned

with the line or markings placed along the joint for alignment purposes. Before

rolling, remove and dispose of the coarse aggregate in the material overlapping

the joint.

B. Shift rollers onto the previously placed lane so that not more than 6 inches (15

cm) of the roller wheel rides on the edge of the fine material left by brooming.

Operate the rollers to compact the fines gradually across the joint. Continue

rolling until a compacted, neat joint is obtained. When the abutting lane is not

placed in the same day, paint the joint with a very think coating of asphalt before

placing the abutting lane. If the joint is distorted during the day’s work by traffic

or by other causes, carefully trim the edge of the lane to a neat line.

3.23 EDGES:

A. Roll the pavement edges concurrently with or immediately after rolling the

longitudinal joint.

B. Exercise care in consolidating the course along the entire length of the edges. In

rolling pavement edges, extend the roller wheels 2 to 4 inches (5 to 10 cm)

beyond the pavement edge.

3.24 BREAKDOWN ROLLING:

A. Immediately begin breakdown rolling following the rolling of the longitudinal

joint edges. Operate rollers as close to the paver as required to obtain density

without causing undue displacement. Operate the breakdown roller with the drive

roll or wheel nearest the finishing machine. The Engineer may make exceptions

when working on steep slopes or super-elevated curves.

3.25 SECOND ROLLING:

A. Assure the second rolling follows the breakdown rolling as close as possible while

the paving mix is still at a temperature that will provide the specified density.

3.26 FINISH ROLLING:

A. Perform the finish rolling while the material is still warm enough to remove roller

marks. If necessary, the Engineer may require using pneumatic-tired rollers.




Section 02510


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Complete finish rolling the same day the mixture is placed.

B. In places inaccessible to standard rollers, perform compaction using trench rollers

or others to meet the specified compaction requirements. Operate the trench

roller as directed until the course is compacted. Hand, manual or mechanical

tamping, may be used in such areas if it is proved to the Engineer that the

operation will provide the specified density.

3.27 SHOULDERS:

A. Where paved shoulders or curbs are not specified, do not place the shoulder

material against the pavement edges until the surface course rolling completed.

Take care to prevent distortion of the pavement edge from specified line and

grade. When shoulders are paved (except in conjunction with the traveled way

paving), cold joint construction procedure is required to assure a tight bond at the

joint.

B. When the rolling of the surface has been completed and the edges have been

thoroughly compacted, immediately place shoulder material against the edges and

roll it.

3.28 DENSITY AND SURFACE REQUIREMENTS:

A. The average mat density shall be equal to or greater than 93 percent of the

maximum density as determined by ASTM D2041 and no individual sample shall

be less than 92 percent of maximum (Rice’s) density, prepared as specified in Part

2-Products in this section and made from plant mix meeting the job-mix formula.

Verification of maximum density as determined by ASTM D2041 from plant

produced material during production is recommended.

B. Produce a final surface that is uniform in texture and meets the line and grade

specified. Before final acceptance of the Project or during the progress of the

work, the Engineer will determine the thickness of all courses. Repair or replace

all unsatisfactory work.

C. Assure density and thickness meets the plans and specifications. During

compaction, preliminary tests to aid in controlling the thickness, may be

performed by inserting a flat blade, correctly graduated, through the material to

the top of the previously placed base, or by other approved methods.

D. In checking compacted depth, the cutting of the test holes, refilling with

acceptable materials and proper compaction may be performed by the Owner’s

testing agency.

E. For testing the surface on all courses, a 10-foot (3 m) straightedge will be used

with the centerline of the straightedge placed parallel to the roadway centerline.




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F. Any variations that exceed 5/16-inch (0.8 cm) in 10 feet (3 m) for base course and

1/4-inch (0.64 cm) in 10 feet (3 m) for surface course must be corrected. Correct

irregularities that may develop before the completion of rolling by loosening the

surface mix and removing or adding materials as is required. If any irregularities

or defects remain after the final compaction, remove the surface course and place

and compact new material to a true and even surface. All minor surface

projections, joints and minor honeycombed surfaces must be rolled smooth to

grade, as directed.

G. Remove and replace areas of new pavement requiring patching as directed.

Patching material will be tested for meeting specifications. The cost of testing is

at Contractor expense.

3.29 PAVEMENT AND MATERIAL TESTING REQUIREMENTS:

A. Contractor’s independent testing agency will provide core samples of asphalt

surface courses to check in place density and compacted depth. The cores are 4-

inch (10 cm) diameter. Materials and acceptance tests will be made by the

Contractor’s independent testing agency to determine the Contractor’s compliance

with the specifications.

B. Materials failing to meet the tests specified may be retested if approved and as

directed by the Engineer. The Contractor shall pay the costs of any required re-

testing for acceptance purposes. Re-testing will be performed by the Owner’s

testing agency unless otherwise approved by the owner. If there is a dispute, a

third party testing firm may be retained by the contractor for additional retesting

for the Engineer’s review and consideration.

C. The costs of the following tests are at Contractor expense:

1. Initial aggregate quality tests

2. Job-Mix Formula

3. Any tests the Contractor requires to control his crushing, screening or

other construction operations

4. Initial in place density and compacted depth

5. Re-testing of failing tests as provided above

D. Correct all pavement composition, field density, or thickness, deficiencies at

Contractor expense.

E. The field density and thickness of the pavement is determined by measuring the

cores tested. The actual thickness must be no less than 1/4-inch (6.5 mm) from

the specified thickness.

F. When the measurement of any core is less than the plan thickness by more than

the allowable deviation, the actual thickness of the pavement in this area may be

determined by taking additional cores at intervals of parallel to the centerline in




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each direction from the affected location. Continue in each direction until a core

is found which is not deficient by more than the allowable deviation. The

Engineer will evaluate areas found deficient in thickness and determine which

areas warrant removal. Remove and replace the areas with asphaltic concrete of

the thickness shown on the plans. Additional coring is considered as re-testing of

failing areas.


4.1 MEASUREMENT

A. ASPHALT CONCRETE PAVEMENT

1. Measure asphalt paving mixture by the ton (2000 pounds) including the

asphalt. The quantities measured for payment are the amount of asphalt

paving materials actually used in the completed and accepted work in

accordance with the plans and specifications. To measure asphalt concrete

pavement, provide a commercial or project weighing system meeting

requirements as outlined in Section 02231 Trail Excavation 4.1.

4.2 PAYMENT


measurement as reflected in the bid schedule.

END OF SECTION




Section 02236

STABILIZED RECYCLED ASPHALT PAVEMENT (RAP) BASE COURSE

Page 1 of 8

SECTION 02236


PART 1: GENERAL

1.1 DESCRIPTION

A. This work consists of constructing a stabilized base course layer composed of

recycled asphalt pavement (RAP) materials and a stabilizing agent meeting the

gradation and other quality criteria specified herein.

1.2 REFERENCES

AASHTO T11 Amount Finer than No. 200 (0.075 mm) Sieve in Aggregate

AASHTO T27 Sieve Analysis of Fine and Coarse Aggregates

AASHTO T89 Determining Liquid Limit of Soils

AASHTO T90 Determining the Plastic Limit and Plasticity Index of Soils

AASHTO T176 Sand Equivalent Value of Soils and Fine Aggregate

AASHTO T96 Resistance to Degradation By Abrasion and Impact in the Los

Angeles Machine

AASHTO T99 (ASTM D698)

Moisture-density Relations of Soils and Soil-Aggregate Mixtures

Using 5-lb (2.5 kg) Rammer and 12-Inch (305 mm) Drop

ASTM D5821 Determining the Percentage of Fractured Particles in Coarse

Aggregate

AASHTO T191 Density of Soil In-Place By Sand Cone Method

(ASTM D1556)

AASHTO T310 (ASTM D6938)

In-Place density and water content of the soil and soil aggregate by

Nuclear Method (Shallow Depth)

1.3 DENSITY CONTROL TESTING

A. Field Density Testing

1. Meet the quality control and quality assurance testing requirements in

Section 01400, Contractor Quality Control and Owner Quality Assurance.




Section 02236


Page 2 of 8

2. In-place field density tests for quality assurance are at Owner expense

meeting AASHTO T191 (ASTM D1556) Sand Cone method or

AASHTOT310 (ASTM ( D6938) Nuclear Densometer method. Quality

assurance field density testing frequency is at the discretion of the

Engineer.

3. Retesting of failing areas is at the expense of the Contractor.

B. Laboratory Maximum Density and Optimum Moisture

1. Moisture density curves will be provided by the Contractor for each base

material provided. These will be provided at the expense of the

Contractor.

1.4 MATERIALS SUBMITTALS

1. Submit to the Engineer gradations, moisture density curves and other test results

for sources to be used for base materials prior to delivery to the site for approval

by the Engineer.

PART 2: PRODUCTS AND EQUIPMENT

2.1 GENERAL

A. Furnish aggregate base material meeting the applicable aggregate quality

requirements.

2.2 RECYCLED ASPHALT PAVEMENT (RAP) BASE MATERIAL

A. Consists of both fine and coarse fragments of RAP (milled pavement), and/or

natural gravel if required due to shortage of milled pavement.

B. Use 100 percent RAP as provided by the owner. The primary stockpile of

recycled asphalt pavement material available to the contractor is located at

[ADDRESS OF STOCKPILE]. This stockpile was created in [DATE].

2.3 GRADATION

A. As determined by AASHTO Methods T11 and T27, furnish material meeting the

requirement below:




Section 02236


Page 3 of 8

TABLE OF GRADATIONS

PERCENTAGES BY WEIGHT PASSING SQUARE MESH SIEVE

Passing

1 1/2 Inch 100

1 Inch

3/4 Inch

1/2 Inch

No. 4 Sieve 25 to 60

No. 10 Sieve

No. 200 Sieve 0 to 8

B. Up to 5% "oversized" material is permitted provided that the "oversized" material

passes the screen size immediately larger than the top size specified. The

produced material between the maximum screen opening and the No.4 sieve shall

be reasonably well graded.

C. Suitability of the aggregate is based on samples obtained during placement in the

project within limits allowed in the table for the particular grading specified.

D. That portion of the fine aggregate passing the No. 200 sieve must be less than 60

percent of that portion passing the No. 40 sieve.

E. The liquid limit for that portion of the fine aggregate passing a No. 40 sieve

cannot exceed 25, nor the plasticity index exceed 6, as determined by AASHTO

T89 and T90.

2.4 BASE STABILIZING AGENT:

A. Provide a liquid-based aggregate stabilization product that is diluted and applied

with water. When dried, the stabilized base layer should achieve a minimum

CBR value of 100 or greater, or an unconfined compressive strength of 200 psi or

greater.

2.5 WATERING:

A. Use uncontaminated water.

2.6 EQUIPMENT

A. The Road Reclaimer – The Contractor shall furnish a self-propelled machine

designed to blend together the RAP and simultaneously inject the stabilizing

agent. It shall be capable of uniformly blending the material to the depths shown




Section 02236


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in the Plans or as directed by the Engineer. This machine shall have automatic

depth and cross-slope controls and maintain a constant cutting depth. The

automatic depth controls shall maintain the cutting depth to within plus or minus

¼ inch of the depth shown on the Plans. The Road Reclaimer shall be fitted with

equipment capable of adequately mixing the RAP material while injecting the

base stabilizing agent water mixture as detailed in the Mixing/Injecting portion of

this specification. The equipment shall provide a positive means for accurately

controlling the rate of flow and total delivery of the base stabilizing agent water

mixture in relation to the speed of the reclaiming machine and quantity of

material being blended. The injection system shall accurately and uniformly add

the specified percent of water to the binder. The equipment shall be fitted with a

sampling nozzle to provide field samples of the base stabilizing agent water

mixture.

B. Mixing/Injecting- The Reclaiming Machine shall be capable of injecting the

stabilizing agent and automatically metering it with a variation of not more than

plus or minus 0.2 percent by weight of the agent. The unit shall be equipped with

facilities so that the Contractor can verify and calibrate these items by a method

acceptable to the Engineer.

C. Water Additive Systems- The Reclaimer shall be equipped with a system capable

of adding stabilizer/water mixture for material compaction, from bulk tankers,

directly into the mixing chamber.

D. Controls for Liquid Additive Systems- All pumps shall be separately controlled

by the automatic system in the operator’s cabin. During automatic operation, the

system will allow liquids to be added only when the machine is in motion.

E. The pumps shall have a separate hydraulic drive systems.

F. The control system shall be capable of fully automated operation, as well as

manual operation, when injecting the liquids to be add/mixed. All functions shall

be controlled from the operation’s station including automatic nozzle cleaning,

partial spray bar use, and on-the-fly changes to the quantities of the materials

being added. Non-contact flow meters shall be employed to measure liquid

volumes and the control systems shall be proportional to the machines advance

speed and shall be capable of maintaining accurate mixing regardless of changes

in the machines working speed.

G. There shall be a system allowing the operator to verify that the nozzles on the

spray bars are open and working from the operator’s cabin.

H. There shall be provided a gallon per minute gauge to indicate instantaneous flow.

PART 3: EXECUTION




Section 02236


Page 5 of 8

3.1 GENERAL

A. Before placing the RAP base course layer, smooth, shape, and compact the

surface of the underlying subgrade to the cross section shown on the plans before

placing the base course. The subgrade shall be compacted to a minimum of 90

percent of ASTM D1557, or 95 percent of ASTM D698. In areas where the

trail is to be constructed on existing highway embankment, the contractor

will not use vibratory rolling methods to compact the subgrade. If the

contractor is experiencing difficulty achieving compaction of the subgrade

utilizing non-vibratory methods, the contractor will notify the Engineer who

will determine alternative compaction methods.

B. Do not place base course on a wet or muddy subgrade. Complete at least one area

of finished and accepted subgrade before the placing of any base course layer.

3.2 PLACEMENT AND SPREADING

A. Deposit and spread each load of material on the prepared subgrade continuously

without interruption. Discontinue operating haul units over subgrade if the haul

units damage the subgrade.

B. Deposit and spread the material in a uniform layer, without segregation, to a loose

depth so that when compacted, and making allowance for the stabilizer to be

blended on the road, the layer has the specified 4-inch thickness.

C. Spread material using dump boards, spreader boxes, or vehicles equipped to

distribute the material in a uniform layer. The material may be deposited in

windrows mixed and spread as described below.

D. Construct each layer meeting these requirements. Blade smooth and thoroughly

compact each layer as specified before placing the succeeding layer.

E. If segregation or moisture problems exist, or if the material was placed on the

road in windrows, thoroughly blade-mix the material of the affected layer by

alternately blading to the center and back to the edges of the street.

F. Uniformly add water, when required, on site and place in amounts required to

compact the material as necessary to aid in densification and to limit segregation.

Maintain an adequate water supply during the work. Assure the equipment used

for watering is of the capacity and design to provide uniform water application.

G. Apply water during the work to control dust and to maintain the base course in a

damp condition in accordance with Section 01500 under Dust Control.




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H. Water required for compacting base gravel may be obtained from the municipal

system if approved by the owner, or from other sources.

3.3 STABILIZATION AND COMPACTION

A. The RAP base material shall be blended to in one operation so that the entire mass

of material is uniformly blended/mixed. Depending on the width of the reclaimer,

it may take more than one pass horizontally to cover the entire width of the trail.

B. The blended RAP material shall meet the previous gradation requirements listed

under Materials. In the event that the reclamation process extends slightly into the

existing sand and gravel fill layer, up to approximately 5 percent oversize

particles (greater than 2 inches in size) will be allowed in the final base layer

product.

C. During the stabilization operation the Contractor shall physically dig down,

approximately every 1000 feet to check the blending depth and visually verify

that a 4-inch stabilized depth is being achieved. Additional depth verifications

will be performed by the owner representative at intervals determined by the

engineer.

D. The reclaimer shall have the capacity to uniformly inject the stabilizing agent and

water mixture through the reclamation machine into the stabilized layer in one

pass. Spraying the product onto the surface or on windrows is not allowed.

E. The stabilizing product shall be injected at the manufacturers recommended rate.

F. An owner’s representative should perform moisture tests in advance of

stabilization at intervals specified by the Engineer to determine the moisture

content of the material to be stabilized. The results of the moisture tests should be

used in conjunction with moisture/density values, determined using ASTM D698

or D1557, to determine the application rate of the stabilizing product.

G. The contractor shall utilize a vibratory steel drum roller capable of producing 250

lbs/in of drum width or a pneumatic tired roller (self propelled or towed) having a

compacting width of 5 feet or more and sufficient mass to provide 100-250 lbs./in

of rolling width. In areas where the trail is to be constructed on existing

highway embankment, the contractor will not use vibratory rolling methods

to compact the subgrade. If the contractor is experiencing difficulty

achieving compaction of the subgrade utilizing non-vibratory methods, the

contractor will notify the Engineer who will determine alternative

compaction methods..

H. During the compaction process, the contractor shall provide sufficient water so

the stabilized mixture will be at +/- 2 percent of the optimum moisture content per

ASTM D698. If a nuclear density gauge is used to determine the in-situ density

and moisture content, care should be taken to correct for the asphalt content of the




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stabilized material. All stabilized material shall be blended, spread, watered,

compacted, and shaped, by the end of each workday.

I. Following stabilization and prior to paving, the contractor shall maintain the

reclaimed surface so it is free of ruts, washboards, and potholes. This may require

application of water and using a scarifying blade on a road grader. Stabilized

material with a “wash board” surface condition shall be scarified to a depth below

that lowest surface of the wash boarded area and recompacted immediately prior

to paving. This work shall be performed at no additional cost to the Owner. Any

costs associated with maintaining this surface is incidental to Stabilized Recycled

Asphalt Pavement (RAP) Base Course.

J. The contractor shall allow the stabilized layer to cure for a minimum of 10

calendar days prior to paving. Depending on the product used, traffic might be

allowed to travel on the surface upon completion of compaction. Should the

treated surface be exposed to significant rainfall (more than 4 hours of continuous

rainfall per day) during the recommended 10-day cure period, the reclaimed

material should be allowed a minimum of one additional ‘dry’ day (no rainfall) to

cure for each day where rain fell for more than 4 hours.

K. Prior to paving, water shall be applied when directed by the engineer for dust

control.

3.4 SURFACE TOLERANCES

A. The base course surface when finished and tested with a 10-foot straight edge

placed on the surface with its center line parallel to the center line of the street,

will not have a surface deviation more than 0.02 feet (0.6 centimeters) at any

point from the staked elevations, and the sum of the deviations from two points

not more than 30 feet (9.0 meters) apart cannot exceed 0.02 feet (0.6 centimeters).

B. If patching of the stabilized base course is necessary to meet the tolerances,

perform patching using methods and mateials approved by the Engineer.


4.1 MEASUREMENT

A. RECYCLED ASPHALT PAVEMENT (RAP) BASE COURSE

1. Measure recycled asphalt pavement base course in its final compacted and

treated position. Compute the quantity using the average end areas

multiplied by the horizontal distance along a centerline or reference line

between the end areas. Deduct any quantity outside the designed or staked

limits. Do not measure the treatment of the base course or haul separately.




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Treatment and haul are considered incidental to the construction of the

base course layer.

4.2 PAYMENT


measurement as reflected in the bid schedule.

END OF SECTION

APPENDIX G